STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E1 – NOTIFICATION, MONITORING, REPORTING
AND RECORDKEEPING REQUIREMENTS December 6, 2022
E1 - 22
o The methodology and type of data relied upon, including supervisory control and data acquisition (SCADA) records, flow monitoring or other telemetry information used to estimate the volume of the spill discharged, and the volume of the spill recovered (if any volume of the spill was recovered), and o The methodology and type of data relied upon to estimate the spill start time, ongoing spill rate at time of arrival (if applicable), and the spill end time;
11. Description of implemented system modifications and operating/maintenance modifications.
Recordkeeping of Individual Lateral Spill Information:
1. Date and time the Enrollee was notified of, or self-discovered, the spill;
2. Location of individual spill;
3. Estimated individual spill volume;
4. Spill cause(s) (for example, root intrusion, grease deposition, etc.); and
5. Description of how the volume estimations were calculated.
Total Annual Spill Information:
1. Estimated total annual spill volume;
2. Description of spill corrective actions, including at minimum:
o Local regulatory enforcement action taken against the sewer lateral owner in response to a spill, as applicable, and
o System operation, maintenance and program modifications implemented to prevent repeated spill occurrences at the same spill location.
4.5. Sewer System Telemetry Records
The Enrollee shall maintain the following sewer system telemetry records if used to document compliance with this General Order, and previous General Order 2006-0003-DWQ as applicable, including spill volume estimates:
• Supervisory control and data acquisition (SCADA) system(s); • Alarm system(s);
• Flow monitoring device(s) or other instrument(s) used to estimate sewage flow rates, and/or volumes;
• Computerized maintenance management system records; and • Asset management-related records.
4.6. Sewer System Management Plan Implementation Records The Enrollee shall maintain records documenting the Enrollee’s implementation of its Sewer System Management Plan, including documents supporting its Sewer System Management Plan audits, corrections, modifications, and updates to the Sewer System Management Plan.
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E1 – NOTIFICATION, MONITORING, REPORTING
AND RECORDKEEPING REQUIREMENTS December 6, 2022
E1 - 23
4.7. Audit Records
The Enrollee shall maintain, at minimum, the following records pertaining to its Sewer System Management Plan audits, and other internal audits:
• Completed audit documents and findings;
• Name and contact information of staff and/or consultants that conducted or involved in the audit; and
• Follow-up actions based on audit findings.
4.8. Equipment Records
The Enrollee shall maintain a log of all owned and leased sewer system cleaning, operational, maintenance, construction, and rehabilitation equipment.
4.9. Work Orders
The Enrollee shall maintain record of work orders for operations and maintenance projects.
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E2 – SUMMARY TABLES FOR NOTIFICATION, December 6, 2022
MONITORING AND REPORTING REQUIREMENTS
E2 - 1
ATTACHMENT E2 – SUMMARY OF NOTIFICATION, MONITORING AND REPORTING
REQUIREMENTS
This Attachment provides a summary of notification, monitoring and reporting requirements, by spill category, and for Enrollee-owned and/or operated laterals as required in Attachment E1 of this General Order, for quick reference purposes only.
Table E2-1
Spill Category 1: Spills to Surface Waters
Spill
Requirement Due Method
Notification
Within two (2) hours of the Enrollee’s knowledge of
a Category 1 spill of 1,000 gallons or greater,
discharging or threatening to discharge to surface
waters:
Notify the California Office of Emergency Services
and obtain a notification control number.
California Office
of Emergency
Services at:
(800) 852-7550
(Section 1 of
Attachment E1)
Monitoring
• Conduct spill-specific monitoring;
• Conduct water quality sampling of the receiving
water within 18 hours of initial knowledge of spill of
50,000 gallons or greater to surface waters.
(Section 2 of
Attachment E1)
Reporting
• Submit Draft Spill Report within three (3)
business days of the Enrollee’s knowledge of the
spill;
• Submit Certified Spill Report within 15 calendar
days of the spill end date;
• Submit Technical Report within 45 calendar days
after the spill end date for a Category 1 spill in
which 50,000 gallons or greater discharged to
surface waters; and
• Submit Amended Spill Report within 90 calendar
days after the spill end date.
(Section 3.1 of
Attachment E1)
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E2 – SUMMARY TABLES FOR NOTIFICATION, December 6, 2022
MONITORING AND REPORTING REQUIREMENTS
E2 - 2
Table E2-2
Spill Category 2: Spills of 1,000 Gallons or Greater That Do Not Discharge to Surface Waters
Spill
Requirements Due Method
Notification
Within two (2) hours of the Enrollee’s knowledge of
a Category 2 spill of 1,000 gallons or greater,
discharging or threatening to discharge to waters of
the State:
Notify California Office of Emergency Services and
obtain a notification control number.
California Office of
Emergency
Services at: (800)
852-7550
(Section 1 of
Attachment E1)
Monitoring Conduct spill-specific monitoring.
(Section 2 of
Attachment E1)
Reporting
• Submit Draft Spill Report within three (3)
business days of the Enrollee’s knowledge of the
spill;
• Submit Certified Spill Report within 15 calendar
days of the spill end date; and
• Submit Amended Spill Report within 90 calendar
days after the spill end date.
(Section 3.2 of
Attachment E1)
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E2 – SUMMARY TABLES FOR NOTIFICATION, December 6, 2022
MONITORING AND REPORTING REQUIREMENTS
E2 - 3
Table E2-3
Spill Category 3: Spills of Equal or Greater than 50 Gallons and Less than 1,000 Gallons That Does Not Discharge to Surface Waters
Spill
Requirements Due Method
Notification Not Applicable Not Applicable
Monitoring Conduct spill-specific monitoring. (Section 2 of Attachment E1)
Reporting
• Submit monthly Certified Spill Report to the online
CIWQS Sanitary Sewer System Database within
30 calendars days after the end of the month in
which the spills occur; and
• Submit Amended Spill Reports within 90 calendar
days after the Certified Spill Report due date.
(Section 3.3 and 3.5 of
Attachment E1)
Table E2-4
Spill Category 4: Spills Less Than 50 Gallons That Do Not Discharge to Surface Waters Spill
Requirements Due Method
Notification Not Applicable Not Applicable
Monitoring Conduct spill-specific monitoring.
(Section 2 of Attachment
E1)
Reporting
• If, during any calendar month, Category 4 spills
occur, certify monthly, the estimated total spill
volume exiting the sanitary sewer system, and the
total number of all Category 4 spills into the online
CIWQS Sanitary Sewer System Database, within
30 days after the end of the calendar month in
which the spills occurred.
• Upload and certify a report, in an acceptable digital format, of all Category 4 spills to the online CIWQS
Sanitary Sewer System Database, by February 1st
after the end of the calendar year in which the
spills occur.
(Section 3.4, 3.6, 3.7
and 4.4 of Attachment
E1)
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT E2 – SUMMARY TABLES FOR NOTIFICATION, December 6, 2022
MONITORING AND REPORTING REQUIREMENTS
E2 - 4
Table E2-5
Enrollee Owned and/or Operated Lateral Spills That Do Not Discharge to Surface Waters Spill
Requirements Due Method
Notification
Within two (2) hours of the Enrollee’s knowledge of a
spill of 1,000 gallons or greater, from an enrolleeowned and/or operated lateral, discharging or threatening to discharge to waters of the State:
Notify California Office of Emergency Services and
obtain a notification control number.
Not applicable to a spill of less than 1,000 gallons.
California Office of
Emergency Services
at: (800) 852-7550
(Section 1 of Attachment
E1)
Monitoring Conduct visual monitoring. (Section 2 of Attachment E1)
Reporting
• Upload and certify a report, in an acceptable digital format, of all lateral spills (that do not discharge to a surface water) to the online CIWQS Sanitary
Sewer System Database, by February 1st after the
end of the calendar year in which the spills occur.
• Report a lateral spill of any volume that discharges
to a surface water as a Category 1 spill.
(Sections 3.6, 3.7 and
4.4 of Attachment E1)
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT F – REGIONAL WATER QUALITY CONTROL December 6, 2022
BOARD CONTACT INFORMATION
F - 1
ATTACHMENT F – REGIONAL WATER QUALITY CONTROL BOARD CONTACT
INFORMATION
This Attachment provides a map, list of counties, and contact information to assist the Enrollee in identifying the corresponding Regional Water Quality Control Board office, for all Regional Water Board notification requirements in this General Order.
Region 1 -- North Coast Regional Water Quality Control Board:
Del Norte, Glenn, Humboldt, Lake, Marin, Mendocino, Modoc, Siskiyou, Sonoma, and Trinity counties.
[email protected] or (707) 576-2220
Region 2 -- San Francisco Bay Regional Water Quality Control Board:
Alameda, Contra Costa, San Francisco, Santa Clara (Northern most part of Morgan Hill), San Mateo, Marin, Sonoma, Napa, Solano counties.
[email protected] or (510) 622-2369
Region 3 -- Central Coast Regional Water Quality Control Board:
Santa Clara (most of Morgan Hill), San Mateo (Southern portion), Santa Cruz, San Benito, Monterey, Kern (small portions), San Luis Obispo, Santa Barbara, Ventura (Northern portion) counties.
[email protected] or (805) 549-3147
Region 4 -- Los Angeles Regional Water Quality Control Board:
Los Angeles, Ventura counties (small portions of Kern and Santa Barbara counties). [email protected] or (213) 576-6600
STATEWIDE SANITARY SEWER SYSTEMS GENERAL ORDER 2022-0103-DWQ ATTACHMENT F – REGIONAL WATER QUALITY CONTROL December 6, 2022
BOARD CONTACT INFORMATION
F - 2
Region 5 -- Central Valley Regional Water Quality Control Board:
Rancho Cordova (Sacramento) Office: Colusa, Lake, Sutter, Yuba, Sierra, Nevada, Placer, Yolo, Napa, (North East), Solano (West), Sacramento, El Dorado, Amador, Calaveras, San Joaquin, Contra Costa (East), Stanislaus, Tuolumne counties.
[email protected] or (916) 464-3291 Fresno Office: Fresno, Kern, Kings, Madera, Mariposa, Merced, and Tulare counties, and small portions of San Benito and San Luis Obispo counties.
[email protected] or (559) 445-5116 Redding Office: Butte, Glen, Lassen, Modoc, Plumas, Shasta, Siskiyou, and Tehama counties.
[email protected] or (530) 224-4845 Region 6 -- Lahontan Regional Water Quality Control Board:
Lake Tahoe Office: Alpine, Modoc (East), Lassen (East side and Eagle Lake), Sierra, Nevada, Placer, El Dorado counties.
[email protected] or (530) 542-5400 Victorville Office: Mono, Inyo, Kern (East), San Bernardino, Los Angeles (North East corner) counties.
[email protected] or (760) 241-6583 Region 7 -- Colorado River Basin Regional Water Quality Control Board:
Imperial county and portions of San Bernardino, Riverside, San Diego counties.
[email protected] or (760) 346-7491
Region 8 -- Santa Ana Regional Water Quality Control Board:
Orange, Riverside, San Bernardino counties.
[email protected] or (951) 782-4130
Region 9 -- San Diego Regional Water Quality Control Board:
San Diego county and portions of Orange and Riverside counties.
[email protected] or (619) 516-1990
End of Order 2022-0103-DWQ
Sewer System Management Plan
April 25, 2018
Revised: December 4, 2024
City of Hermosa Beach
1315 Valley Drive
Hermosa Beach, CA
90254
Revised By:
PSOMAS
5 Hutton Centre Drive #300
Santa Ana, CA 92707
City of Hermosa Beach 2024 SSMP
i
TABLE OF CONTENTS
ABBREVIATIONS.........................................................................................................................iv DEFINITIONS................................................................................................................................v I EXECUTIVE SUMMARY......................................................................................................vii II INTRODUCTION .................................................................................................................viii Sewer System Asset Overview ...............................................................................................viii Sewer System Management Plan Update Schedule...............................................................viii Regulatory Context..................................................................................................................viii Prohibitions ...............................................................................................................................ix SSO Reporting...........................................................................................................................x Spill categories as defined by the reissued Order.....................................................................xi
1. SEWER SYSTEM MANAGEMENT PLAN GOAL AND INTRODUCTION.............................1
1.1. Overview........................................................................................................................1
1.2. Purpose .........................................................................................................................1
1.3. Minimum Requirements.................................................................................................2
2. ORGANIZATION....................................................................................................................4
2.1. Overview........................................................................................................................4
2.2. Purpose .........................................................................................................................4
2.3. Minimum Requirements.................................................................................................4
2.4. Management..................................................................................................................5
2.5. Authorized Representative ............................................................................................5
2.6. City’s Responsibilities....................................................................................................5
2.7. Organization Chart and Responsibilities........................................................................5
3. LEGAL AUTHORITY............................................................................................................11
3.1. Overview......................................................................................................................11
3.2. Purpose .......................................................................................................................11
3.3. Minimum Requirements...............................................................................................11
3.4. Statutory Authority .......................................................................................................12
4. OPERATION AND MAINTENANCE PROGRAM.................................................................14
4.1. Overview......................................................................................................................14
4.2. Purpose .......................................................................................................................15
4.3. Minimum Requirements...............................................................................................15
4.4. Personnel.....................................................................................................................15
4.5. Vehicles and Equipment..............................................................................................15
4.6. Preventive Maintenance Program ...............................................................................15
4.8. Equipment Maintenance and Replacement Policy ......................................................20
City of Hermosa Beach 2024 SSMP
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4.9. Training for Field Operations Personnel and Contractors ...........................................20
5. DESIGN AND PERFORMANCE PROVISIONS ..................................................................21
5.1. Overview......................................................................................................................21
5.2. Purpose .......................................................................................................................21
5.3. Minimum Requirements...............................................................................................21
5.4. Design and construction standards and specifications................................................21
5.5. Procedures and standards for inspection and testing..................................................22
6. SPILL EMERGENCY REPONSE PLAN ..............................................................................23
6.1. Overview......................................................................................................................23
6.2. Purpose .......................................................................................................................24
6.3. Minimum Requirements...............................................................................................24
6.4. Spill Response Procedure ...........................................................................................24
7. SEWER PIPE BLOCKAGE CONTROL PLAN.....................................................................29
7.1. Overview......................................................................................................................29
7.2. Purpose .......................................................................................................................29
7.3. Minimum Requirements...............................................................................................30
7.4. Public education and outreach program......................................................................31
7.5. Disposal method and schedule for pipe-blocking substances generated within the system service area.................................................................................................................31
7.6. The legal authority to prohibit discharges to the system and identify measures to prevent spills and blockages....................................................................................................31
7.7. Requirements to install grease removal devices, design standards, maintenance, BMP’s, record keeping and reporting requirements. ...............................................................32
7.8. Authority to inspect grease producing facilities, to enforcement, and evidence of adequate staffing to inspect and enforce the FOG ordinance. ................................................33
7.9. Cleaning schedule for identified FOG prone sewer segments ....................................33
7.10. Source control measures developed and implemented for “hot spots” .......................33
7.11. Some BMPs for Fats, Oils and Grease........................................................................33
8. SYSTEM EVALUATION, CAPACITY ASSURANCE AND CAPITAL IMPROVEMENTS ....37
8.1. Overview......................................................................................................................37
8.2. Purpose .......................................................................................................................37
8.3. Minimum Requirements...............................................................................................38
8.4. System Evaluation.......................................................................................................38
8.5. Design Criteria.............................................................................................................38
8.6. Adequate Capacity ......................................................................................................38
8.7. CIP Schedule...............................................................................................................38
9. MONITORING, MEASUREMENT, AND PROGRAM MODIFICATION ...............................40
9.1. Overview......................................................................................................................40
City of Hermosa Beach 2024 SSMP
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9.2. Purpose .....................................................................................................................40
9.3. Minimum Requirements .............................................................................................40
9.4. Monitoring ..................................................................................................................41
9.5. Program Effectiveness Evaluation .............................................................................41
9.6. Program Modifications ...............................................................................................41
9.7. SSO Location Mapping and Trends ...........................................................................41
10. INTERNAL AUDITS ...........................................................................................................42
10.1. Overview ...................................................................................................................42
10.2. Purpose .....................................................................................................................42
10.3. Minimum Requirements .............................................................................................42
10.4. SSMP Program Audit .................................................................................................43
10.5. SSMP Certification ....................................................................................................43
10.6. SSMP Modification and Re-certification .....................................................................43
11. COMMUNICATION PROGRAM ........................................................................................44
11.1. Overview ...................................................................................................................44
11.2. Purpose .....................................................................................................................44
11.3. Minimum Requirements .............................................................................................45
11.4. Communication ..........................................................................................................45
11.5. SSMP Availability ......................................................................................................45
APPENDICES
Appendix A 2017 Sewer Master Plan
LIST OF FIGURES
Figure 2.1 Organization Chart for the City’s Sewer System Management Plan .......................... 6 Figure 2.2 Spill Reporting Procedures Flow Chart ...................................................................... 9 Figure 4.1 2018 & 2023 Sewer Rehabilitation Projects (1/2) .....................................................18 Figure 4.1 2018 & 2023 Sewer Rehabilitation Projects (2/2) .....................................................19 Figure 6.1 Spill Response Plan .................................................................................................28
LIST OF TABLES
Table 4-1 Sewer Rehab Project Quantities ...............................................................................20 Table 4-2 Sewer Rehab Project Costs ......................................................................................20
City of Hermosa Beach 2024 SSMP
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ABBREVIATIONS
BMP :
Best Management Practice
CALOSHA : California Occupational Safety and Health Administration CCTV : Closed Circuit Television
CIP : Capital Improvement Plan
CIPP : Cured in Place Pipe
CIWQS :
California Integrated Water Quality System
CMMS : Computerized Maintenance Management System
CWC :
California Water Code
CWEA :
California Water Environment Association
EPA :
Environmental Protection Agency
FOG :
Fats, Oils, and Grease
GIS :
Geographic Information Systems
GPM :
Gallons per minute
HBMC :
City of Hermosa Beach Municipal Code
I/I :
Infiltration/Inflow
LACC :
Los Angeles County Code
LRO :
Legally Responsible Official
MRP :
Monitoring and Reporting Program
NOI :
Notice of Intent
State OES :
Office of Emergency Services
O&M :
Operations and Maintenance
PWD :
Public Works Director
RWQCB :
Regional Water Quality Control Board
SO&M :
Sewer Operations and Maintenance
SSMP :
Sewer System Management Plan
SSO :
Sanitary Sewer Overflow
SWRCB :
State Water Resources Control Board
UPC :
Uniform Plumbing Code
VCP :
Vitrified Clay Pipe
WDR :
Waste Discharge Requirements
City of Hermosa Beach 2024 SSMP
v
DEFINITIONS
Blockage or Stoppage - A buildup of debris in the main sewer line or lateral, which obstructs the flow of wastewater and allows the waste flow to back up behind the blockage, sometimes causing an overflow.
California Integrated Water Quality System (CIWQS) - CIWQS is the statewide database that provides for mandatory electronic reporting as required in State and Regional Water Board-issued waste discharge requirements.
Drainage Conveyance System - A drainage conveyance system is a publicly- or privately-owned separate storm sewer system, including but not limited to drainage canals, channels, pipelines, pump stations, detention basins, infiltration basins/facilities, or other facilities constructed to transport stormwater and non-stormwater flows.
Geographical Information System (GIS) – A computerized database linked with mapping, which includes various layers of information used for asset management purposes. A GIS typically contains base information such as streets and parcels. Examples of information contained in sewer system GIS files can include: a sewer main map, sewer features such as pipe location, diameter, material, condition, age, last date cleaned or repaired, and links to pictures or video inspections.
Infiltration/Inflow (I/l) -- Infiltration is generally extraneous subsurface water that enters the sewer system over long periods of time, such as groundwater seepage through joints, cracks and manhole structures. Inflow is generally extraneous surface waters that enters the system during a storm or flooding event, such as through manholes, illicit drain connections or other defects in the sewer. While it is impossible to control all I/I, it is highly desirable to reduce I/I when costeffective.
Lateral (including Lower and Upper Lateral) - A lateral is an underground segment of smaller diameter pipe that transports sewage from a customer’s building or property (residential, commercial, or industrial) to the Enrollee’s main sewer line in a street or easement. Upper and lower lateral boundary definitions are subject to local jurisdictional codes and ordinances, or private system ownership.
A lower lateral is the portion of the lateral located between the sanitary sewer system main, and either the property line, sewer clean out, curb line, established utility easement boundary, or other jurisdictional locations.
An upper lateral is the portion of the lateral from the property line, sewer clean out, curb line, established utility easement boundary, or other jurisdictional locations, to the building or property.
Legally Responsible Official - A Legally Responsible Official is an official representative, designated by the Enrollee, with authority to sign and certify submitted information and documents required by the General Order.
Sewer System Management Plan - A sewer system management plan is a living document an Enrollee develops and implements to effectively manage its sanitary sewer system(s) in accordance with the General Order.
City of Hermosa Beach 2024 SSMP
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Sewage - Sewage, and its associated wastewater, is untreated or partially treated domestic, municipal, commercial and/or industrial waste (including sewage sludge), and any mixture of these wastes with inflow or infiltration of stormwater or groundwater, conveyed in a sanitary sewer system.
Spill - A spill is a discharge of sewage from any portion of a sanitary sewer system due to a sanitary sewer system overflow, operational failure, and/or infrastructure failure. Exfiltration of sewage is not considered to be a spill under this General Order if the exfiltrated sewage remains in the subsurface and does not reach a surface water of the State.
Waste - Waste, as defined in Water Code section 13050(d), includes sewage and any and all other waste substances, liquid, solid, gaseous, or radioactive, associated with human habitation, or of human or animal origin, or from any producing, manufacturing, or processing operation, including waste placed within containers of whatever nature prior to, and for purposes of, disposal.
Wastewater Collection System -- All pipelines pump stations, and other related facilities, upstream of the headworks of the wastewater treatment plant that convey wastewater from its sources to the wastewater treatment plant.
Waters of the State - Waters of the State are surface waters or groundwater within boundaries of the state as defined in Water Code section 13050(e), in which the State and Regional Water Boards have authority to protect beneficial uses. Waters of the State include, but are not limited to, groundwater aquifers, surface waters, saline waters, natural washes and pools, wetlands, sloughs, and estuaries, regardless of flow or whether water exists during dry conditions. Waters of the State include waters of the United States.
Waters of the United States (paraphrased from 33 CFR Part 328) – All waters which are used, were used or may be used in interstate or foreign commerce; including interstate wetlands; all other waters such as intrastate lakes, rivers, streams (including intermittent streams), adjacent wetlands, impoundments of water, etc., the use, degradation or destruction of which could affect interstate or foreign commerce; tributaries of waters so identified; and the territorial seas.
City of Hermosa Beach 2024 SSMP
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I EXECUTIVE SUMMARY
This plan document was initially prepared in compliance with a formal order issued by the State Water Resources Control Board. The order requires every owner and operator of publicly owned sewer systems to develop and implement a system specific Sewer System Management Plan (SSMP). This plan sets forth goals and actions to be followed, and guidelines for various activities involved in managing, operating, maintaining, repairing, replacing, and expanding the sewer system. Section 8 describes actions to follow when responding to a Sewer System Overflow (SSO) occurrence within the community, including reporting obligations. There are chapters that describe legal authorities for managing the system, and ministerial actions required in monitoring, auditing, reporting and communicating with the public and regulators. There are specific requirements for accomplishing public involvement and the reporting and modifying (changing) of the plan.
These later requirements are intended to raise public awareness of the hazards associated with SSO events and to minimize the occurrence of such events. The key elements to the successful implementation of this plan are:
1) design and construction of replacement pipelines for any identified capacity and structurally deficient pipelines, as identified in the City's upcoming sewer master plan and 2) the continuing periodic CCTV inspection of designated areas within the sewer system to determine further defects that may exist.
These actions in concert with the routine maintenance and operation activities will help the City to limit the risk of SSO events within the community.
Based on a comprehensive audit and overall review of the previous SSMPs, and discussions with the Public Works Department, and a review of all other related documents, the City hereby certifies that all SSMP Goals are on-going and are on-track.
City of Hermosa Beach 2024 SSMP
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II INTRODUCTION
Sewer System Asset Overview
The City of Hermosa Beach is located 17 miles (11 km) southwest of downtown Los Angeles. It is a coastal city on Santa Monica Bay, bounded by the Pacific Ocean to the west, Manhattan Beach to the north, and Redondo Beach to the south and east. The City serves a population of 19,088 per the California Department of Finance 2024 City/County Population and Housing Estimates. The City’s sanitary sewer collection system is managed by the Public Works Department. The collection system consists of about 40 miles of gravity sewer lines ranging in size from 6 to 24 inches in diameter, 881 manholes, with one large sewer lift station and three small lift stations serving beach restrooms. Local wastewater flows discharge into Los Angeles County Sanitation District (CSD) facilities for transportation, treatment and disposal.
The City has four (4) positions budgeted in the sewer maintenance fund. The distribution of City personnel is shown in the organization chart presented in Section 4.7 of this plan. These personnel provide evaluation of proposed and existing sewer facilities, administer the City’s sewer service charge and enforcement ordinances, maintain and report facility maintenance activities and administer preventive maintenance and sewer construction programs.
Sewer System Management Plan Update Schedule
The City of Hermosa Beach’s (City) updated plan to be approved and certified in 2024 The plan is to be monitored and updated no less frequent than every six years The plan must be periodically audited for effectiveness, a report compiled and kept on file and such audits must occur no less frequent than every three years There are reporting timeframes for both emergency and routine reporting events The adoption of and any revision to the plan must be adopted by the City Council at a noticed meeting.
Copies of the approved plan must be available for public review, and when requested by the State or Local regulatory agencies copies are to be provided, including any audit reports.
Regulatory Context
The State Water Resources Control Board (State Water Board) adopted a new Water Quality Order 2022-0103, on December 6, 2022, which supersedes the previous State Water Board Order 2006-0003-DWQ and amendments thereafter. This requires all public agencies that owns and/or operates one or more sanitary sewer systems: (a) greater than one mile in length (b) one mile or less in length where the State Water Board or a Regional Water Board requires regulatory coverage under this Order to comply with the Statewide General Waste Discharge Requirements (WDR) for Sanitary Sewer Systems. All public agencies must apply for coverage by June 2, 2023, by completing the notice of intent (NOI) and legally responsible official (LRO) forms that the State Water Board distributed. The City previously completed the NOI.
The intent of the WDR is to provide consistent statewide requirements for managing and regulating sanitary sewer systems throughout California. The State Water Board recognized a need to provide this consistent regulatory measure because many of the Regional Water Boards were beginning to implement similar measures inconsistently throughout the State, which was creating confusion in the discharger community. The State Water Board believes that providing a consistent regulatory measure that identifies regulatory expectations and comprehensive sanitary sewer overflow data will ultimately yield better collection system management and performance.
City of Hermosa Beach 2024 SSMP
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There are three major components to the WDR, including:
Prohibitions;
Sewer System Management Plan (SSMP) Elements; and
Spill Reporting.
While there are many other relevant components and findings within the WDR, the major components identified above represent most of the State Water Board’s regulatory expectations for the implementation of the WDR. This regulatory audit is intended to provide an analysis of the current programs and practices within the City that address the above issues. This document will provide recommendations to ensure the development of appropriate SSMP programs and an appropriate time schedule necessary to comply with the WDR.
Prohibitions
Section 4 of the WDR identifies and prohibits any discharge from a sanitary sewer system that has a potential to discharge directly or indirectly to waters of the State and/or creates a nuisance or condition of pollution as defined in California Water Code (CWC) Section 13050(m). CWC section 13050, subdivision (m), defines nuisance as anything which meets all of the following requirements:
a) Is injurious to health, or is indecent or offensive to the senses, or an obstruction to the free use of property, so as to interfere with the comfortable enjoyment of life or property. b) Affects at the same time an entire community or neighborhood, or any considerable number of persons, although the extent of the annoyance or damage inflicted upon individuals may be unequal.
c) Occurs during, or as a result of, the treatment or disposal of wastes.
Since the State Water Board has not specifically defined SSOs that are subject to this prohibition and criteria for determining whether or not an SSO violates the above prohibition, the State and/or Regional Water Board will consider potential violations on a case-by-case basis.
In general, however, if an SSO results in a discharge to a surface water or drainage channel, the Water Board will consider this a discharge to Waters of the US. Additionally, if an SSO reaches an enclosed storm drainage pipe, and the SSO was not fully contained, captured, and pumped back into the sanitary sewer system, the Water Board will generally assume that the SSO reached water of the US. In both cases the SSO will probably result in a violation of the WDR prohibition.
Determining whether an SSO created a nuisance is even more problematic and subjective. Again, since the State Water Board has not specifically defined SSOs that are subject to the nuisance prohibition and criteria for determining whether or not an SSO is in violation of this prohibition, the State and/or Regional Water Board will consider violations on a case-by-case basis.
In both cases, while reporting SSOs, determining whether or not the SSO violated the prohibition is not up to the reporting Agency. It is the enforcement agency’s responsibility to determine compliance with the WDR.
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SSO Reporting
WDR finding number 9 states:
Both uniform SSO reporting, and a centralized statewide electronic database are needed to collect information to allow the State Water Board and Regional Water Quality Control Boards (Regional Water Boards) to effectively analyze the extent of SSOs statewide and their potential impacts on beneficial uses and public health. The monitoring and reporting program required by this Order and the attached Monitoring, Measurement and Program Modifications No. 2022-0103- DWQ, are necessary to assure compliance with these waste discharge requirements (WDRs).
Furthermore, the State Water Board Fact Sheet states:
SSOs can be distinguished between those that impact water quality and/or create a nuisance, and those that are indicators of collection system performance. Additionally, SSO liability is attributed to either private entities (homeowners, businesses, private communities, etc.) or public entities.
Although all types of SSOs are important to track, the reporting time frames and the type of information that need to be conveyed differ. The Reporting Program and Online SSO Database clearly distinguish the type of spill (major or minor) and the type of entity that owns the portion of the collection system that experienced the SSO (public or private entity). The reason to require SSO reporting for SSOs that do not necessarily impact public health or the environment is because these types of SSOs are indicators of collection system performance and management program effectiveness and may serve as a sign of larger and more serious problems that should be addressed. Although these types of spills are important and must be regulated by collection system owners, the information that should be tracked and the time required to get them into the online reporting system is not as stringent.
Obviously, SSOs that are large in nature, affect public health, or affect the environment must be reported as soon as practicable, and information associated with both the spill and efforts to mitigate the spill must be detailed. Since the Online SSO Database is a web-based application requiring computer connection to the internet and is typically not as available as telephone communication would be, the Online Database will not replace emergency notification, which may be required by a Regional Water Board, Office of Emergency Services, or a County Health or Environmental Health Agency.
In order to implement the above vision, the State Water Board has developed a web-based database that will be used to report all SSOs. This online spill reporting system is hosted, controlled, and maintained by the State Water Board. The web address for this site is http://ciwqs.waterboards.ca.gov
This online database is maintained on a secure site and is controlled by unique usernames and passwords. Once the City has enrolled into the WDR, and has identified a Legally Responsible Official (LRO), the State Water Board will issue both a username and password to the LRO and notify that individual of this information.
These accounts will allow controlled and secure entry into the SSO Database. Additionally, within thirty (30) days of receiving an account and prior to recording SSOs into the SSO Database, all Enrollees must complete the “Collection System Questionnaire”, which collects pertinent information regarding an Enrollee’s collection system. The “Collection System Questionnaire” must be updated at least every 12 months.
All reports required by this Order and other information required by the State or Regional Water
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Board shall be signed and certified by a person designated, for a municipality, state, federal or other public agency, as either a principal executive officer or ranking elected official, or by a duly authorized representative. For purposes of electronic reporting, an electronic signature and accompanying certification, which is in compliance with the Online SSO database procedures, meet this certification requirement.
All reporting requirements are described within the Monitoring and Reporting Program (MRP) that was adopted by the State Water Board Order, along with the WDR.
California Health and Safety Code section 5411.5, states that:
Any person who, without regard to intent or negligence, causes or permits any untreated wastewater or other waste to be discharged in or on any waters of the State, or discharged in or deposited where it is, or probably will be, discharged in or on any surface waters of the State, as soon as that person has knowledge of the discharge, shall immediately notify the local health officer of the discharge. Discharges of untreated or partially treated wastewater to storm drains and drainage channels, whether man-made or natural or concrete-lined, shall be reported as required above.
California Water Code section 13271, also requires any SSO greater than 1,000 gallons that is discharged in or on any waters of the State, or discharged in or deposited where it is, or probably will be, discharged in or on any surface waters of the State shall also be reported to the Office of Emergency Services as soon as:
1. That person has knowledge of the discharge,
2. Notification is possible, and
3. Notification can be provided without substantially impeding cleanup or other emergency measures.
Spill categories as defined by the reissued Order
An SSO is defined by the WDR as any overflow, spill, release, discharge, or diversion of untreated or partially treated wastewater from a sanitary sewer system, including:
Category 1 – A spill of any volume of sewage from or caused by a sanitary sewer system regulated under the General Order that results in a discharge to:
• A surface water, including a surface water body that contains no flow or volume of water; or
• A drainage conveyance system that discharges to surface waters when the sewage is not fully captured and returned to the sanitary sewer system or disposed of properly.
Any spill volume not recovered from a drainage conveyance system is considered a discharge to surface water, unless the drainage conveyance system discharges to a dedicated stormwater infiltration basin or facility.
A spill from an Enrollee-owned and/or operated lateral that discharges to a surface water is a Category 1 spill; the Enrollee shall report all Category 1 spills per section 3.1 of Attachment E1 (Notification, Monitoring, Reporting and Recordkeeping Requirements) of the General Order.
Category 2 – A spill of 1,000 gallons or greater, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of 1,000 gallons or greater that spills out of a lateral and is caused by a failure or blockage
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in the sanitary sewer system, is a Category 2 spill.
Category 3 – A spill of equal to or greater than 50 gallons and less than 1,000 gallons, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of equal to or greater than 50 gallons and less than 1,000 gallons, that spills out of a lateral and is caused by a failure or blockage in the sanitary sewer system is a Category 3 spill.
Category 4 – A spill of less than 50 gallons, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of less than 50 gallons that spills out of a lateral and is caused by a failure or blockage in the sanitary sewer system is a Category 4 spill.
SSOs may cause a public nuisance, particularly when raw wastewater is discharged to areas having high public exposure, such as streets or surface waters used for drinking, fishing, or bodycontact recreation. SSOs may pollute surface or ground waters, threaten public health, adversely affect aquatic life, and impair the recreational use and aesthetic enjoyment of surface waters.
Agencies in California that own sanitary sewer systems and experience SSOs are required to enter the SSO information into California’s Integrated Water Quality System (CIWQS) database— the SWRCB’s information management system for regulatory and water quality data reporting. In addition, SWRCB requires that agencies notify the State Office of Emergency Services (OES) within 24 hours of any spill that exceeds 1,000 gallons.
In summary, the WDR is intended to:
• Provide a consistent and unified statewide approach for the reporting and database tracking of SSOs.
• Establish consistent and uniform requirements for SSMP development and implementation.
• Facilitate consistent enforcement of the WDR regulation and violations.
Capacity assurance is at the heart of the WDR. The SWRCB’s WDR requires the preparation of SSMPs, while implementation of SSMPs is the responsibility of the nine Regional Water Quality Control Boards (RWQCBs). The SSMP consists of a set of documented plans to address how a wastewater collection system conducts business management, funding, design, operations, maintenance, and emergency response. The System Evaluation, and Capacity Assurance and Capital Improvements element of the SSMP includes evaluation of peak flows, design criteria, and capacity enhancement measures, and a schedule with planned completion dates of capital improvements.
Goals of City’s SSMP are to ensure that:
1. The City’s sanitary sewer collection system facilities are properly operated, maintained and managed to reduce frequency and severity of sanitary sewer overflows (SSO) and their potential impacts on public health, safety, and on the environment; and,
2. When a SSO occurs, prompt action is taken to identify, contain, remove the cause and then to promptly report the event to appropriate regulatory authorities and that the public is adequately and timely notified; and,
3. All SSO and system deficiencies and remedial actions taken are well documented; and,
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4. The City sewer system operators, employees, contractors, responders, or other agents are adequately trained and equipped to address an SSO event; and,
5. The City sewer system is properly designed, constructed and funded to provide sufficient capacity to convey base flows and peak flows while meeting or exceeding applicable regulations, laws and generally acceptable practices relative to sanitary sewer system operations and maintenance.
The SSMP prescribes specific elements be required in the WDR:
1. Sewer System Management Plan Goal and Introduction,
2. Organization,
3. Legal Authority,
4. Operations and Maintenance Program,
5. Design and Performance Provisions,
6. Spill Emergency Response Plan,
7. Sewer Pipe Blockage Control Program,
8. System Evaluation, Capacity Assurance and Capital Improvements,
9. Monitoring, Measurement, and Program Modifications,
10. Internal Audits, and
11. Communication Program.
An internal audit must be conducted at least every three years, and the audit report must be kept on file by the City staff. Successful implementation of an SSMP and compliance with the WDR could result in significant cost-savings to the City and its residents.
In compliance with the new WDR Order, the City filed its application form with the SWRCB on October 30, 2006. As a result, the City received its Username and Password for accessing the California Integrated Water Quality System (CIWQS) database. Within the database reporting program, the City completed its “collection system questionnaire” and will file all subsequent updates and all required SSO reporting.
Additionally, this document has been prepared to meet the objectives contained in the WDR Order. The document is divided into 11 sections, which closely align with the respective provisions contained in the WDR. Every section or subsection of each chapter addresses one of the key elements of the SSMP directive.
This document, plus other existing agency programs referenced herein constitutes the SSMP for the City. By implementing the procedures contained in this SSMP, the occurrence of SSOs should decrease or possibly be avoided throughout the City’s sanitary sewer collection system.
City of Hermosa Beach 2024 SSMP
1 1. SEWER SYSTEM MANAGEMENT PLAN GOAL AND
INTRODUCTION
1.1. Overview
This section describes the Sewer System Management Plan (SSMP) goals, which is to provide a documented plan that describes all collection system activities and programs employed by an agency to ensure proper management of all collection system assets.
Implementing an SSMP will ensure proper management, operation, and maintenance of all parts of the sanitary sewer system, ultimately helping to reduce and prevent SSOs, as well as mitigate any SSOs that do occur including meeting all applicable regulatory notification and reporting requirements.
Commitment to continual improvement will also ensure that the SSMP is both a living and sustainable document that is continually updated, revised, and tailored towards the City’s needs. The City is required to comply with the “State Water Resources Control Board (SWRCB), Order No. 2022-0103 DWQ” (Order) on General Waste Discharge Requirements for publicly owned sewage collection agencies having more than one mile of collection pipelines.
1.2. Purpose
This element describes the City’s stated goals of the SSMP and is intended to clarify the City’s desired level of service that it is providing to its customers. Typically, high-level statements regarding the overall management of a system include a vision and mission statement, as well as a statement of short and long-term goals.
THE MISSION STATEMENT is the first step in the planning process to identify overall functions or missions of the organization. This broad statement of purpose is commonly known as the mission statement.
THE VISION STATEMENT is a clarifying phrase that states where the City is heading. It helps set the course of future decisions and direction.
A STATEMENT OF GOALS should include both short- and long-term commitments that will ultimately measure progress toward achieving and accomplishing both the stated Vision and Mission. Goals should be developed specific to the City’s desired level of service. Careful thought and planning should occur when developing the Goals, because these are measurable outcomes that can be touted if accomplished or criticized if not accomplished.
The development of reasonable Goals is often a balancing act between budget and performance.
The goal of the Sewer System Management Plan (Plan) is to provide a plan and schedule to: (1) properly manage, operate, and maintain all parts of the Enrollee’s sanitary sewer system(s), (2) reduce and prevent spills, and (3) contain and mitigate spills that do occur.
City of Hermosa Beach 2024 SSMP
2 Creating Goals that meet this balance is often difficult and always specific to individual communities.
1.3. Minimum Requirements
Goals that the City must commit to and are identified in the WDR include:
a) Create/develop a management, operation and maintenance plan and schedule to reduce preventable SSOs.
b) Respond to and mitigate all SSOs discharging from the City’s collection system. c) Ensure adequate system capacity for the current and future needs of the City’s service area.
d) Establish measurable performance indicators and manage assets at lowest life cycle costs.
e) Provide accurate reporting of all SSOs as described by the Order. f) Properly fund, manage, operate, and maintain, with adequately trained staff and/or contractors.
g) All parties involved, shall possess adequate knowledge, skills, and abilities necessary to ensure the proper management, operation, and maintenance of all parts of the sewage collection system owned and/or operated by the City of Hermosa Beach.
The State Water Board also expects both a plan and schedule to be created by the City to ensure that an SSMP is developed in accordance with the time schedule identified in the WDR and will facilitate proper sanitary sewer system management, operation, and maintenance.
The goals of this SSMP are:
a) Collection system facilities are properly managed, operated, and maintained to eliminate preventable sanitary system overflows (SSOs); b) Response measures are in place and that all feasible steps are taken to mitigate the impacts of SSOs to public health and the environment when they occur; c) Reporting procedures are in place to notify the appropriate regulatory and health authorities of SSOs within the required time frames; and d) SSO events, mitigation measures, and corrective actions are documented; e) City sewer system operators, employees, contractors, responders, or other agents are adequately trained and equipped to address an SSO event; and, f) City sewer system is properly designed, constructed and funded to provide sufficient capacity to convey base flows and peak flows while meeting or exceeding applicable regulations, laws and generally acceptable practices relative to sanitary sewer system operations and maintenance.
The actions to be taken under the SSMP are:
City of Hermosa Beach 2024 SSMP
3 a) Conduct planned and scheduled maintenance and training programs to minimize risk and the occurrence of SSOs, in support of the SSMP goals including cleaning and CCTV inspection of all sewer lines. This includes cleaning all sewer lines periodically, all Hot Spots monthly and CCTV inspection of the entire sewer system every seven (7) years.
b) Provide an update to the SSO Emergency Response Plan. c) When SSOs do occur, respond to the reported site in a timely manner and undertake feasible remedial actions to contain overflow impacts, including stopping the flow from reaching the storm drain or water course, if possible; and, d) Stop the overflow as soon as possible and limit public access into the overflow area to prevent public contact with any wastewater contamination; and, e) Completely recover the overflow and return it to the sewer system, and clean up the contaminated area; and,
f) Gather and compile all pertinent information regarding the overflow event, investigate as necessary to determine probable cause, document findings, report to the appropriate regulatory agencies in a timely manner, and file the completed report; and, g) Condition all development and capital projects to evaluate, design and construct sewer facilities to the City approved standards and criteria.
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4 2. ORGANIZATION
2.1. Overview
This element of the WDR describes both the organizational structure of the City as well as activities, duties, and responsibilities for individuals and positions associated with the sanitary sewer system. This section should include typical positions and their associated activities, duties, and responsibilities.
2.2. Purpose
Clearly identifying specific roles and responsibilities within an organization will ensure a clear understanding of duties that must be performed, as well as training and skill sets that are associated with specific jobs throughout the agency.
2.3. Minimum Requirements
The name of the responsible or authorized representative as described in Section J of this Order.
The names and telephone numbers for management, administrative, and maintenance positions responsible for implementing specific measures in the SSMP program. The SSMP must identify lines of authority through an organization chart or similar document with a narrative explanation; and
The chain of communication for reporting SSOs, from receipt of a complaint or other information, including the person responsible for reporting SSOs to the State and Regional Water Board and other agencies if applicable (such as County Health Officer, County Environmental Health Agency, Regional Water Board, and/or State Office of Emergency Services (OES)).
The Plan must identify organizational staffing responsible and integral for implementing the local Sewer System Management Plan through an organization chart or similar narrative documentation that includes:
The name of the Legally Responsible Official as required in section
5.1 (Designation of a Legally Responsible Official) of this General Order;
The position titles, telephone numbers, and email addresses for management, administrative, and maintenance positions
responsible for implementing specific Sewer System Management Plan elements;
Organizational lines of authority; and
Chain of communication for reporting spills from receipt of complaint or other information, including the person responsible for reporting spills to the State and Regional Water Boards and other agencies, as applicable. (For example, county health officer, county Environmental Health Agency, and State Office of Emergency Services (OES)).
City of Hermosa Beach 2024 SSMP
5 2.4. Management
The City was incorporated on January 14, 1907, encompasses approximately 3.9 square miles in area, and serves a population of 19,088 per the California Department of Finance 2024 City/County Population and Housing Estimates. The City’s sanitary sewer collection system is managed by the City’s Public Works Department. The collection system consists of about 40 miles of gravity sewer lines ranging in size from 6 to 24 inches in diameter, with 881 manholes, and four pump/lift stations. Approximately 90 percent of the collection system’s flows come from residential sources, and the remaining 10 percent are non-residential. Local wastewater flows discharge into Los Angeles County Sanitation District’s (CSD) facilities for transportation, treatment and disposal. The CSD sewerage collection and transmission system is routed northerly in the eastern portion of the City, via Herondo Street, Monterey Boulevard, Bayview Drive, Manhattan Avenue, Palm Drive and Hermosa Avenue.
City sewers are primarily constructed of vitrified clay pipe or non-reinforced concrete pipe.
Some recent rehabilitation projects have converted portions of the system to PVC pipe and ABS pipe.
Distribution of the City’s personnel is depicted in the organization chart presented in FIGURE 2-1 of this plan. These personnel provide evaluation of proposed and existing sewer facilities, administer the City’s sewer service charge and enforcement ordinances, maintain and report facility maintenance activities and administer preventive maintenance and sewer construction programs.
2.5. Authorized Representative
The City Manager is the authorized legally responsible official (LRO) who is responsible for the execution of compliance actions required under the WDR. This includes, but is not limited to, signing and certification of all reports and correspondence as required under this order.
2.6. City’s Responsibilities
The City is required to apply for coverage under the WDR for facilities it owns. The City is required to prepare a comprehensive SSMP, and if it has not yet fully adopted applicable codes, local ordinances or resolutions governing the performance of items stipulated in the WDR, it will promptly undertake actions to adopt the legal means to do so.
The City Public Works Department (PWD) plays significant roles, jointly and separately, towards attaining the goals of the WDR. The degree of these collaborative efforts will vary from department to department depending on the degree of SSO related services the PWD is providing under various agreements.
2.7. Organization Chart and Responsibilities
The organization chart showing the structure and relationships of the City’s administrative, management and field positions relative to sewer operations and maintenance (O&M) is presented below and the descriptions of responsibilities and support are presented in Sections
2.7.1 and 2.7.2.
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6 Figure 2.1 Organization Chart for the City’s Sewer System Management Plan
2.7.1 Description of Responsibilities
The description of responsibilities or roles of each position especially as related to SSOs are as follows:
City Council - Responsible for establishing new and amending existing ordinances and policies governing the municipal operations, and the operations of the City’s sanitary sewer system including the approving of all Sewer Operations and Maintenance (SO&M) contracts and agreements within the community’s interest. City Manager – Responsible for the overall management and application of all legal and policy directives that relate to the City’s activities, including the operation and maintenance of the City’s sanitary sewer system. The City’s Environmental Programs Manager is the City Manager’s designated individual providing these functions. Director of Public Works – Directs the accomplishment of statutory and policy criteria, within the scope of the City Council’s policy and legal requirements. Directs its execution, and evaluates work accomplished within his/her areas of responsibility, including the SO&M program. Also directs the planning, budgeting, design, and construction of new and rehabilitation of existing sewage collection systems and assists with claims and litigations against the City relative to public infrastructure.
City of Hermosa Beach 2024 SSMP
7 Public Works Superintendent - Monitors SSMP plans and procedures, facilitates field operations, assesses SSMP plans and procedures, solicits and provides feedback on the effectiveness of plans.
Sewer & Storm Drain Supervisor - Responsible for assigning work and oversight of the sewer maintenance workers performing sewer collection system operation and maintenance and repairs. Reports to the Superintendent. Maintenance Workers (Field Crews) - Maintenance workers are responsible for performing daily maintenance activities of the sewer collection system including responding to SSOs, sewer cleaning, repairs and other activities as needed. They report to the Sewer & SD Supervisor.
2.7.2 Key Support Units
Other Divisions or Departments within the City, and specific contracted services, are currently and will continue to be responsible for carrying out some of the compliance actions called for by the WDR for the City. The key support units and their responsibilities are described below with contact information in Table 2.7.4:
Office Assistant - Perform assigned clerical work including but not limited to receive complaints and/or service requests.
Finance Department – Responsible for receiving and recording sewage related fees and charges, tracking expenses attributable to the sewer system, evaluating the relationship of revenues vs expenses for the sewer system, facilitating and tracking any emergency related expenses incurred and participating in the annual audit of the sewer system operations and maintenance functions.
Community Development - Building and Safety Division - Responsible for reviewing various building permit applications, their relationship to public easements and facilities, and issuing permits for sewer connections and laterals. Enforcement of the Plumbing Codes involving proper connection and discharge into the public sewer system and the maintenance of sewer laterals between the structure served and the public sewer collection main. Responsible for the enforcement of the Health and Safety Codes regarding waste disposal such as the FOG program, point source control inspection of industrial and commercial waste and grease generating facilities, and investigation of cases of illicit discharge of chemicals, debris, etc. into the public sewer system.
Public Works - Engineering Division - Responsible for preparing plans and specifications for sewer construction and rehabilitation projects, and the administration of contracts for accomplishing such projects and emergency sewer repair projects.
Also responsible for subdivision or development project plan checks to ensure compliance with the City’s standards for construction of new sewer collection systems.
Plan checks sewer capacity studies to size proposed sewer lines and sets requirements to ensure adequate capacity in existing systems. Prepares easement documents or identifies and procures access rights for public sewer facilities located within private properties.
Public Works Department - Responsible for reviewing and approving permit applications for industrial waste discharge and also perform FOG related inspections.
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8 Fire Department – Responsible for assisting with protecting the public during an SSO event that expands into high use public travel ways and/or those that reach storm drains or water courses and spread the public risk to health and safety impacts. Police Department - Responsible for operating the Emergency Operation Center for the entire City including handling after-hours service calls reporting SSOs, and pump station malfunction calls and forwarding those reports to the DPW.
2.7.3 Chain of Communication for SSO Reporting
Once a City Public Works staff receives a complaint or information regarding a potential SSO event during working hours, that employee will immediately notify the Superintendent, and field crews will be dispatched to the location and implement the Sanitary Sewer Overflow Response Plan, as shown in the flow chart below.
Appropriate regulatory agencies will also be notified accordingly. The City contact directory for communicating with both internal and external parties involved is noted in Section 2.7.4.
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9 Figure 2.2 Spill Reporting Procedures Flow Chart
Reporting Source
P.W. Maintenance
receives spill calls
from public,
P.D..or Fire
Contact Field Crew
Leader to Investigate
(Or Afterhours
Supervisor)
Is it valid?
Is it in the system? NO
YES
Stop the
investigation and
notify DPW. Notify
appropriate
jurisdiction agency.
Maintenance Crew
• Stop (contain) spill
• Clean-up impacted area
• Notify DPW (dispatch)
• Prepare field report
Is spill greater than 1,000
gal or reach the storm
drain?
NO
YES
Written Reports to:
• RWQCB
• OES
• CIWQS Web Page
• Call Health Dept
• Call RWQCB
• Call O.E.S.
• Call Flood Maint. Agency
Notify Health
Department
City of Hermosa Beach 2024 SSMP
10 2.7.4 City’s Contact Directory for Spill Responding and Reporting Responsible Party Name Phone
Afterhours
Phone
Environmental Programs
Manager
Douglas Krauss -
dkrauss@hermosabeach.
gov
310-318-0216
Director of Public
Works/City Engineer
Joe SanClemente -
jsanclemente@hermosab
each.gov
310-318-0214
Building Official Guillermo Hobelman -
ghobelman@hermosabea
ch.gov
310-318-0219
Public Works
Superintendent (Afterhours
Supervisor)
John Cordova –
jcordova@hermosabeac
h.gov
310-318-0214 310-629-1954
H.B. Police Watch Commander 310-524-2750 911 Emergency
Fire Department Battalion Commander 310-376-2479
LA County Health Dept 562-345-6830 323-667-1843
LA County Flood 626-445-7630 626-458-4357
RWQCB Region 4 213-576-6725 213-305-2253
State OES 800-852-7550 800-852-7550
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11 3. LEGAL AUTHORITY
3.1. Overview
This chapter is intended to identify and describe the necessary legal authority that an agency must have in order to implement SSMP plans, programs, and procedures. Regulatory mechanisms that are used by cities quite often include City Ordinances, Codes, and Resolutions, State and Federal Laws, Licensing and Permitting Processes, Memorandum of Agreements, Contractual Agreements, as well as other programmatic mechanisms necessary to carry out asset management activities.
3.2. Purpose
The basis of all authority to manage, operate, and maintain agency’s infrastructure is derived from documents adopted by its elected board or council. In order to ensure that the City has the proper legal authority established to implement and enforce all of the programs required by the WDR, the City must first establish necessary legal authority to do so.
3.3. Minimum Requirements
The SSMP must include the legal authority, through sewer use ordinances, service agreements, or other legally binding procedures, to:
Prevent illicit discharges into its sanitary sewer system from inflow and infiltration (I&I); unauthorized stormwater; chemical dumping; unauthorized debris; roots; fats, oils, and The Plan must include copies or an electronic link to the Enrollee’s current sewer system use ordinances, service agreements and/or other legally binding procedures to demonstrate the Enrollee possesses the necessary legal authority to:
Prevent illicit discharges into its sanitary sewer system from inflow and infiltration (I&I); unauthorized stormwater; chemical dumping; unauthorized debris; roots; fats, oils, and grease; and trash, including rags and other debris that may cause blockages; Collaborate with storm sewer agencies to coordinate emergency spill responses, ensure access to storm sewer systems during spill events, and prevent unintentional cross connections of sanitary sewer infrastructure to storm sewer infrastructure;
Require that sewer system components and connections be properly designed and constructed;
Ensure access for maintenance, inspection, and/or repairs for portions of the service lateral owned and/or operated by the Enrollee;
Enforce any violation of its sewer ordinances, service agreements, or other legally binding procedures; and
Obtain easement accessibility agreements for locations requiring sewer system operations and maintenance, as applicable.
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12 grease; and trash, including rags and other debris that may cause blockages; Collaborate with storm sewer agencies to coordinate emergency spill responses, ensure access to storm sewer systems during spill events, and prevent unintentional cross connections of sanitary sewer infrastructure to storm sewer infrastructure; Require that sewer system components and connections be properly designed and constructed;
Ensure access for maintenance, inspection, and/or repairs for portions of the service lateral owned and/or operated by the Enrollee;
Enforce any violation of its sewer ordinances, service agreements, or other legally binding procedures; and
Obtain easement accessibility agreements for locations requiring sewer system operations and maintenance, as applicable.
3.4. Statutory Authority
Pursuant to the California Government Code, Sections 37100 and 54350, the City Council, as the local legislative body, may by ordinances and resolutions make and enforce all rules and regulations necessary for the administration of the City’s Sewer O&M plan. Such actions include, but are not limited to, the design, construction, cleaning, repair, reconstruction, rehabilitation, replacement, operation, maintenance, discharges into, blockage of, access to, and violation enforcement pertaining to the sanitary sewers within the City’s System.
Consistent with the law, several ordinances have been established by the City Council to govern all aspects of the Sewer O&M plan. The legal authorities for the specific areas stipulated in the WDR are discussed below.
The City of Hermosa Beach Municipal Code (HBMC) Section 15.16 entitled “Plumbing Code” has expressly adopted by reference, the 2016 edition of the State of California Plumbing Code (Title 24, Part 5 of the California Code of Regulations) as the plumbing code of the City of Hermosa Beach.
3.4.1 Authority to prohibit illicit discharges into the sewer system HBMC Section 8.36.030 prohibits unauthorized discharge of surface, drainage, or storm waters, the dumping or deposit of offensive or damaging substances such as chemicals, debris, garbage, solid matter, grease, oils, tars, etc. which may clog, obstruct, or otherwise interfere with the effective use of the sewer system. Similar restrictions are contained in the Plumbing Code, Chapters 7, 10, and 11.
3.4.2 Authority to require sewers and connections be properly designed and constructed
Los Angeles County Code (LACC) Sections 20.32.330, 340, 350, 580, 590, 600, 610, 620 and 630, require proper design and construction of new and rehabilitation work in the sanitary sewer system within the City of Hermosa Beach. Additionally, the City has a requirement that all new sewer construction must be cleaned and CCTV’d before being accepted by the City.
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13 3.4.3 Authority to ensure access for maintenance, inspection, or repairs LACC Sections 20.24.090 and 20.24.140, authorizes the Public Works Director the right to access to the sanitary sewer system for maintenance, repair and inspection within the City.
LACC Section 20.24.080 of Title 20 requires the owner of property served by a house lateral, septic tank outlet, an industrial connection sewer, and appurtenances thereto to be responsible for its maintenance in a safe and sanitary manner.
3.4.4 Authority limiting discharge of FOG and other debris that may cause blockage
Chapter 10 of the Plumbing Code provides the Building Official (or other Authorized Authority) with legal authority to require installation of interceptors (clarifiers) where waste flow conditions necessitate the proper handling of the liquid waste stream flow to protect the sewer system and the public (commonly at food service establishments, processing facilities, industrial facilities, etc., that generate grease, oil, grit, acids, alkaline or flammable wastes). This authority would apply at any facility that generates FOG in an amount that will damage or otherwise increase the maintenance costs of the wastewater collection system. See Section 5.4.1 above for related prohibitions on discharges to the wastewater collection system
3.4.5 Legal Authority to Enforce any Violation of Sewer Ordinances LACC Section 20.24.100 provides authority of the enforcement measures that can be taken by the Public Works Director.
3.4.6 Legal Authority to Fund the operations & maintenance of the sewer system
HBMC Section 13.12 “Sewer Maintenance Fund” provides the authority to deposit and transfer monies, sets the base service charge, and authorizes the City Council to adjust rates for the operation, maintenance, and improvement of the sanitary sewer system.
City of Hermosa Beach 2024 SSMP
14 4. OPERATION AND MAINTENANCE PROGRAM
4.1. Overview
This section of the SSMP describes how the City will operate and maintain the sanitary sewer system within its jurisdiction. It will involve the development and implementation of several major programs and activities including the production of maps, maintenance and cleaning The Plan must include the items listed below that are appropriate and applicable to the Enrollee’s system.
4.1. Updated Map of Sanitary Sewer System
An up-to-date map(s) of the sanitary sewer system, and procedures for maintaining and providing State and Regional Water Board staff access to the map(s). The map(s) must show gravity line segments and manholes, pumping facilities, pressure pipes and valves, and applicable stormwater conveyance facilities within the sewer system service area boundaries.
4.2. Preventive Operation and Maintenance Activities
A scheduling system and a data collection system for preventive operation and maintenance activities conducted by staff and contractors.
The scheduling system must include:
Inspection and maintenance activities;
Higher-frequency inspections and maintenance of known problem areas, including areas with tree root problems;
Regular visual and closed-circuit television (CCTV) inspections of manholes and sewer pipes.
The data collection system must document data from system inspection and maintenance activities, including system areas/components prone to root-intrusion potentially resulting in system backup and/or failure.
4.3 Training
In-house and external training provided on a regular basis for sanitary sewer system operations and maintenance staff and contractors. The training must cover:
The requirements of this General Order;
The Enrollee’s Spill Emergency Response Plan procedures and practice drills;
Skilled estimation of spill volume for field operators; and Electronic CIWQS reporting procedures for staff submitting data.
4.4. Equipment Inventory
An inventory of sewer system equipment, including the identification of critical replacement and spare parts.
City of Hermosa Beach 2024 SSMP
15 schedules, and a comprehensive rehabilitation and replacement plan.
4.2. Purpose
Thorough assessment of the present condition of the sanitary sewer system, deficiencies and defects within the system can be identified so that these issues can be targeted and prioritized for rehabilitation. This program of preventative maintenance will help to ensure that costly catastrophic system failures are preempted and will serve to reduce the amount of spills to be reported within the City.
4.3. Minimum Requirements
At a minimum, each enrollee must:
a) Create and maintain an up-to-date map of the sanitary sewer system within an Enrollee’s jurisdiction;
b) Develop and implement a Preventative Maintenance program that describes preventative operation and maintenance activities and a system to document scheduled and conducted activities;
c) Provide regular training for staff and contractors
d) Provide equipment and replacement part inventories.
4.4. Personnel
The City has a Sewer Maintenance Division consisting of four full time employees who are responsible for maintaining the sewer system. Their responsibilities include cleaning the system on a regular basis, clearing and cleaning hot spots, and responding to sanitary sewer overflows as well as calls from residents.
4.5. Vehicles and Equipment
The Sewer Maintenance Division performs day to day operations and maintenance activities using assigned vehicles and equipment. The equipment includes, but is not limited to:
Ford F250 with Crane
(2) Portable Sewer Pumps – 200 GPM capacity
Ford F450 Dump Truck
Sewer Jetter
Volvo L90G Wheel Loader
4.6. Preventive Maintenance Program
The City has developed a Preventative Maintenance program including cleaning of all sewer lines periodically. Sewers are typically cleaned by hydro-jetting. City will also be implementing a comprehensive CCTV program to inspect all its sewer lines over a seven (7) year cycle.
The following is a summary of the key preventive maintenance activities and where applicable, frequencies for these services have been included:
4.6.1 Sewer O&M Mapping System
The City maintains “as-built” plans of the sewer facilities. Data on these plans, such as location, alignment, pipe material, size, etc. are stored in the drawing file system at City Hall. Overall sewer system information (generated in GIS) has been printed to map sheets.
City of Hermosa Beach 2024 SSMP
16 These maps have been distributed to the City’s PWD and its street and sewer field crew, for reference, work scheduling, for responding to emergencies and to other assisting agencies as needed. Periodic updates of these maps are scheduled and requested by the PWD when it is necessary to reflect changes in the system. A current copy of the City’s GIS Map showing the sewer service area boundary, which is the same as the City limits will be filed on CIWQS per the new General Order requirement prior to that deadline.
4.6.2 Sewer Line, Manhole and Pump Station Inspection
On an as-need basis, sewer lines can be mirrored to assess a potential problem. However, a more thorough inspection using CCTV methods was completed in 2017 and will be scheduled to be accomplished over a seven-year cycle.
Today’s CCTV technology and tools digitize analog video output from the inspection camera on the fly while being recorded and displayed on a computer monitor used by the inspecting camera crew. While the video is being captured, a crew member views and logs events such as defects and observations using standard Pipeline Assessment and Certification Program (PACP) event codes. The digital video inspections files are transferred to an external hard drive and/or DVD disks for storage and subsequent reference use.
The inspection of manholes, interior and lid area, can be performed on a scheduled cycle coordinated with the pipe inspections to identify any structural defects, sewage flow condition, presence of vermin or rodents, deleterious industrial waste, odors and any signs of unusual settlement around the manholes and along joining sewer alignments.
4.6.3 Drop Manholes, Gas Trap Manholes and Siphons
Where these facilities exist, they are inspected and cleared of stoppages and flow restrictions on variable frequencies based on prior inspection records, but no less frequent than monthly.
4.6.4 Sewer Line Cleaning
Sewer lines are typically cleaned by hydro jet or mechanical root cutting (rodding). The frequency of cleaning and inspection is based on inspection records and/or call-outs on reported complaints, but system cleaning is accomplished on a 1-year cycle. Sewer lines known to accumulate FOG, garbage grinds or other grit or have root intrusions are labeled maintenance “Hot Spots” and are put on a quarterly or monthly cleaning schedule. Pipe segments prone to root growth are periodically cleared using a chemical herbicide or root cutter. Those prone to accumulate FOG are periodically cleaned using caustics, surfactants, enzymes, microbes or high-pressure jetting.
4.6.5 Vermin and Rodent Control
Sewers infested by insects are chemically treated. Those infested by rodents are baited.
4.6.6 Work Scheduling and Documentation
Work orders are generated and tracked using a Computerized Maintenance Management System (CMMS). Maintenance activities (by City or contractor) are recorded in the CMMS and are kept on City’s servers as well as at the City Yard located at 4244 Santa Ana Street.
4.6.7 Operating Revenues
Key to supporting a sound preventative maintenance program are the receipt of funds
City of Hermosa Beach 2024 SSMP
17 sufficient to support scheduled maintenance activities as described above. The City is utilizing revenues generated within the City service area based on current sewer service charge rates and total number of sewage units. The City analyzes sewer rates on a 5-year cycle and is scheduled to be updated in FY 2026/27.
4.7. Rehabilitation and Replacement Plan
Sewer facilities assessment and rehabilitation are an integral part of the City’s SO&M program. A summary of recent years background of city capital improvement activities, a plan to identify and prioritize system deficiencies (condition assessment), and the programming of short-term and long-term rehabilitation projects and related funding development for those capital improvement projects are discussed below.
4.7.1 Identification and Prioritization of System Deficiencies Section 6 of the August 2017 update of the City of Hermosa Beach Sewer Master Plan identifies priority projects as part of a year by year CIP plan based on urgency, geographic location, and combined cost.
4.7.2 Short and Long Term Rehabilitation Action Plans
HBMC Section 13.12 authorizes the collection of fees for operations, maintenance, and for capital improvements, including rehabilitation and replacement, to the sanitary sewer system.
As previously described, the programmed CCTV inspection and evaluation activity is a key factor in the scheduling of any rehabilitation project. Those sewer segments previously inspected and evaluated and have been designed, scheduled for corrective action and construction completed as funding is made available in the budget to perform the work.
In addition, as deteriorated lines are discovered during preventive maintenance activities, these locations are either immediately repaired by force account, use of emergency contractors or added into the list of future CIP projects The City retained Psomas to review CCTV videos and logs and develop improvement recommendations for the highest priority facilities included in the 2017 Sewer Master Plan. The recommendations included various methods of replacement, rehabilitation, and repair. There were two design projects with two phases each, including one with design completed in 2019 and one completed in 2023. The improvements included pipeline removal and replacements, point repairs, CIPP lining, and segment liners. Various manholes were also replaced, lined, and/or maintenance performed such as bench and channel repairs. A graphical representation of these improvements is included on Figure 4.1. These rehabilitation, repair and replacement projects are also summarized in Table 4-1. A tabular summary of these projects is included in Table 4.1 with a cost summary in Table 4-2. As shown from Table 4-2, the City has expended over $5.2 million on sewer replacement and rehabilitation over the past seven years for an average annual expenditure of almost $750,000, excluding the cost of the CCTV work and annual cleaning program.
C I T Y O F H E R M O S A B E A C H , C A
1 9 0 N7
EXHIBIT MAP A - SOUTH HALF OF HERMOSA BEACH
18
C I T Y O F H E R M O S A B E A C H , C A
1 9 0 N7
EXHIBIT MAP B - NORTH HALF OF HERMOSA BEACH
19
City of Hermosa Beach 2024 SSMP
20 Table 4-1 Sewer Rehab Project Quantities
Table 4-2 Sewer Rehab Project Costs
4.8. Equipment Maintenance and Replacement Policy
The City has a comprehensive equipment maintenance program. Equipment is regularly checked, adjusted, repaired or replaced as necessary. Those major fixed assets are replaced when they meet or exceed the City's established fixed assets replacement criteria based on age, mileage, hours of use, repair history, safety, etc. Replacement of or additions to the major assets are done through the annual budget process of the City.
4.9. Training for Field Operations Personnel and Contractors The SO&M personnel and the public works inspectors attend structured collection system training classes or seminars given by other agencies including: California Occupational, Safety and Health Administration (CALOSHA), California Water Environment Association (CWEA), County Sanitation Districts’ (CSD), etc. This is to keep them abreast with the latest information in the industry on how to safely and efficiently carry out their tasks. The City also utilizes informal training approaches, such as tailgate meetings, monthly safety meetings and apprenticeship training program from higher level staff.
Additionally, only companies with well trained and experienced personnel are considered for emergency SSO mitigation or sewer construction and rehabilitation work.
PROJECT NAME
YEAR
DESIGN
COMPLT
CIPP
LINING (#
segments)
LENGTH
(LF)
SEGMENT
LINER
(#/LF)
REMOVE
AND
REPLACE
(#/LF)
POINT
REPAIRS
(#/LF)
MH
LINERS
MH
RECONSTR
BENCH &
CHANNEL
MH
CHIMN
EY
REPAIR
MH
FRAME
AND
COVER
NEW
MH
CIP-416 Phase 1 2019 2 870 1/8 0/0 0/0 0 0 0 0 0
CIP-416 Phase 2 2019 27 7,146 2/163 7/1,722 27/128 16 14 3 6 28 CIP-421 Phase 1 2023 29 8,089 0/0 0/0 7/30 0 0 0 0 0
CIP-421 Phase 2 2023 0 0 0/0 20/4,792 7/77 14 19 50 25
3rd Court* 2023 0 0 0/0 1/111 0/0 0 0 0 0 2
Clark Field* 0 0 0/0 0/0 2/8 0 0 0 0 0
*Not Constructed Yet
PIPE REPAIR/REHAB MH REPAIR/REHAB
SEWER REHAB PROJECT QUANTITIES
PROJECT NAME
CONSTRUCTION
YEAR
Design
Cost
Construction
Cost
Bid &
Construction
Phase Eng.
Services
Construction
Inspection
Total Project
Cost
CIP-416 Phase 1 2019 $61,609
CIP-416 Phase 2 2019 $1,747,575
CIP-421 Phase 1 2023 $386,618
CIP-421 Phase 2 2023 $2,199,514
$5,229,374
Annual Cost (past 7 years) $747,053
$283,787
$0
$210,795 $3,080,714
Total Cost
SEWER REHAB PROJECTS
$173,315 $2,196 $163,965 $2,148,660
City of Hermosa Beach 2024 SSMP
21 5. DESIGN AND PERFORMANCE PROVISIONS
5.1. Overview
Procedures and standards for inspecting and testing of newly constructed, newly installed, repaired, and rehabilitated system pipelines, pumps, and other equipment and appurtenances.
5.2. Purpose
This requirement will create continuity within the system, preventing inconsistencies from leading to hydraulic deficiencies which can result in a sanitary sewer overflow.
5.3. Minimum Requirements
At a minimum, each enrollee must:
a) Develop and implement consistent design and construction standards for the installation of new sanitary sewer systems, pump stations and other appurtenances; and for the rehabilitation and repair of existing sanitary sewer systems; and b) Develop and implement procedures and standards for inspecting and testing the installation of new sewers, pumps and other appurtenances and for rehabilitation and repair projects.
5.4. Design and construction standards and specifications The City uses a mix of industry standards and guidelines as well as established City standard drawings to ensure that its wastewater collection systems facilities are properly designed and constructed. These facilities include, but are not limited to, gravity sewers and other related
5.1. Updated Design Criteria and Construction Standards and Specifications
Updated design criteria, and construction standards and specifications, for the construction, installation, repair, and rehabilitation of existing and proposed system infrastructure components, including but not limited to pipelines, pump stations, and other system appurtenances. If existing design criteria and construction standards are deficient to address the necessary component-specific hydraulic capacity as specified in section 8 (System Evaluation, Capacity Assurance and Capital Improvements) of this Attachment, the procedures must include component-specific evaluation of the design criteria.
5.2. Procedures and Standards
Procedures and standards for inspecting and testing of newly constructed, newly installed, repaired, and rehabilitated system pipelines, pumps, and other equipment and appurtenances.
City of Hermosa Beach 2024 SSMP
22 items.
Design guidelines for the construction and rehabilitation of gravity sewers, force mains, and other appurtenances include, but are not limited to, environmental record searches, alignment selection, hydraulic analysis, capacity, pipe design, survey, substructure verification, and soil testing. Criteria for zoning, friction coefficients, minimum and maximum slopes and velocities, manhole spacing and materials are outlined in the design specifications tailored for the associated facility.
Design criteria are established to ensure that the sewer collection system can operate efficiently under all anticipated flow conditions. At a minimum, all pipes should be 8 inches or larger in diameter and the velocity of flow should be greater than 2 feet per second at peak dry weather flow. For sewer projects, the City relies on the Standard Specifications for Public Works Construction (Greenbook) and the America Public Works Association Standards. And for each design project, the City or it’s consultant develops technical specifications that are specifically tailored for that facility
To further assure that wastewater collection facilities are properly designed and constructed, design of all project drawings, by both in-house staff and outside consultants, follow an established review procedure. Licensed engineers oversee and/or perform all facility design.
Project drawings are checked and reviewed by licensed engineers prior to approval for construction.
5.5. Procedures and standards for inspection and testing The City provides inspection for the installation of new and rehabilitation of deteriorated public sewer facilities within the City’s jurisdiction. Inspectors are well trained in pipeline and pumping station construction, they attend training classes and educational seminars to stay familiar with advancements in the industry. The inspectors are also provided with adequate tools and materials to perform their jobs, including the project specific Construction Plans and Specifications, the Standard Specifications and Standard Plans for Public Works Construction and the Public Works Inspector’s Manual and reporting forms. The City also requires the preparation and submittal of "Record Drawings" of each as-constructed and completed project prior to final approval and acceptance of the project as public infrastructure. Following construction, the sewer GIS map is updated per the Record Drawings.
City of Hermosa Beach 2024 SSMP
23 6. SPILL EMERGENCY REPONSE PLAN
6.1. Overview
This element of the SSMP consists of both the contingency plan and the procedures for responding to a spill event.
The Plan must include an up to date Spill Emergency Response Plan to ensure prompt detection and response to spills to reduce spill volumes and collect information for prevention of future spills. The Spill Emergency Response Plan must include procedures to:
Notify primary responders, appropriate local officials, and appropriate regulatory agencies of a spill in a timely manner; Notify other potentially affected entities (for example, health agencies, water suppliers, etc.) of spills that potentially affect public health or reach waters of the State;
Comply with the notification, monitoring and reporting requirements of this General Order, State law and regulations, and applicable Regional Water Board Orders;
Ensure that appropriate staff and contractors implement the Spill Emergency Response Plan and are appropriately trained; Address emergency system operations, traffic control and other necessary response activities;
Contain a spill and prevent/minimize discharge to waters of the State or any drainage conveyance system;
Minimize and remediate public health impacts and adverse impacts on beneficial uses of waters of the State;
Remove sewage from the drainage conveyance system;
Clean the spill area and drainage conveyance system in a manner that does not inadvertently impact beneficial uses in the receiving waters;
Implement technologies, practices, equipment, and interagency coordination to expedite spill containment and recovery; Implement pre-planned coordination and collaboration with storm drain agencies and other utility agencies/departments prior, during, and after a spill event;
Conduct post-spill assessments of spill response activities; Document and report spill events as required in this General Order; and
Annually, review and assess effectiveness of the Spill Emergency Response Plan, and update the Plan as needed.
City of Hermosa Beach 2024 SSMP
24 6.2. Purpose
Proper procedures must be established and put into practice in order to minimize the negative effects of a spill. This section requires the implementation of a concise set of procedures that will seek to ensure that all negative effects of a spill on public health and the environment are minimized. Proper spill response procedures are one of the main reasons for the development of the WDRs for spills.
6.3. Minimum Requirements
At a minimum, each enrollee must include in its spill emergency response plan:
a) Proper notification procedures for primary responders and regulatory agencies; b) A program to ensure appropriate response to all spills; c) Procedures to ensure prompt notification of appropriate officials or other potentially affected agencies for reporting purposes;
d) Procedures to ensure that all appropriate staff and contractor personnel are aware of and follow the Emergency Response Plan and are properly trained; e) Procedures to address emergency operations
f) A program to ensure all steps are taken to contain a spill and prevent/minimize discharge to waters of the States or any drainage conveyance system.
6.4. Spill Response Procedure
The City provides 24-hour emergency services to investigate and act upon reports or complaints related to problems in the sewer system. Personnel are available 24-hours each day of the year to receive and act on any calls or automated alarms related to problems such as SSOs. During business hours, emergency calls are received by the operator, who will call and dispatch the nearest sewer maintenance crew to the problem site. For after hour emergencies, the Police Department dispatcher will contact the ‘On-call’ sewer maintenance worker, in the order listed on the emergency home telephone list. The on-call worker who receives the emergency call will investigate the complaints and take appropriate action, including immediate dispatch of a standby crew with necessary equipment to take care of the problem, or refer the call to other agencies if the problem is found to be under another’s jurisdiction. These spill reporting procedures are presented in a flow chart in Section 6.4.1, below.
The crew responding to a spill emergency is required to stop the spill, contain it as much as possible, limit access to the contaminated area, and ensure that the facility or area is cleaned up and returned to normal operation. Residents or businesses in the immediate vicinity of the spill are to be informed of the cause of the problem and the remedial action taken.
The County Health Department is notified of all overflows and if the overflow exceeds 1,000 gallons and or reaches or threatens to discharge to surface waters, the Regional Water Quality Control Board and the State Office of Emergency Services are notified. The Flood Maintenance District (FMD) is notified of all overflows that discharge into the storm drain system. The role of FMD is to assist in tracing and capturing the spill as much as possible before it reaches the Waters of the State. The agencies to be notified, method and time frame for notification, and the phone/fax numbers of the agencies are presented in Section 6.4.1, below. The relevant data about the spill, such as location, volume, agencies notified, etc., is recorded in field report forms and later stored in the computer. All field personnel are trained to be conversant with these procedures and to accurately report spill incidents. The SO&M
City of Hermosa Beach 2024 SSMP
25 time goal on responding to emergencies, such as SSO, flood outs, or serious stoppages/blockages, is 60 minutes.
The following subsection provides a Description, Agencies to be Notified’ and Notification and Timeframe by spill category in tabular form with contact phone numbers by Agency on the second page.
City of Hermosa Beach 2024 SSMP
26 6.4.1 Regulatory Agencies Notification and Timeframe Telephone/Fax Within two (2) hours of becoming aware of any Category 1 spill greater than or equal to 1,000 gallons discharged to surface waters or spilled in a location where it threatens to discharge to surface waters, the City will notify the California Office of Emergency Services (OES) and obtain a notification control number. Call Cal OES at: (800) 852-7550 Spill
Category Type or Description Agencies to be Notified Type of Notification and Timeframe 1 A spill of any volume of sewage from or caused by a sanitary sewer system regulated under the General Order that results in a discharge to:
A surface water, including a surface water body that contains no flow or volume of water; or A drainage conveyance system that discharges to surface waters when the sewage is not fully captured and returned to the sanitary sewer system or disposed of properly.
Any spill volume not recovered from a drainage conveyance system is considered a discharge to surface water, unless the drainage conveyance system discharges to a dedicated stormwater infiltration basin or facility.
A spill from an Enrollee-owned and/or operated lateral that discharges to a surface water is a Category 1 spill.
LA County Health Department, County
Operator (notify if spill enters waters of the
state)
Flood Maintenance Division
State Office of Emergency Services
LA County Sanitation Districts Sanitation District
(Report public sewer backups into dwellings or
the street)
Regional Water Quality Control Board
State Water Resources Control Board
The City will submit a draft report within
three (3) business days of becoming
aware of the spill and certify within 15
calendar days of the spill end date.
2 A spill of 1,000 gallons or greater, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of 1,000 gallons or greater that spills out of a lateral and is caused by a failure or blockage in the sanitary sewer system, is a Category 2 spill.
LA County Health Department, County Operator
State Water Resources Control Board
The City will submit a draft report within
three (3) business days of becoming aware
of the spill and certify within 15 calendar
days of the spill end date.
3 A spill of equal to or greater than 50 gallons and less than 1,000 gallons, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of equal to or greater than 50 gallons and less than 1,000 gallons, that spills out of a lateral and is caused by a failure or blockage in the sanitary sewer system is a Category 3 spill.
LA County Health Department, County Operator
The City will submit a Certified Spill Report
within 30 calendar days after the end of the
month in which the spill occurred.
4 A spill of less than 50 gallons, from or caused by a sanitary sewer system regulated under the General Order that does not discharge to a surface water.
A spill of less than 50 gallons that spills out of a lateral and is caused by a failure or blockage in the sanitary sewer system is a Category 4 spill
LA County Health Department, County Operator
The City will submit a certified report within
30 days after the end of the calendar month
in which the spill occurred.
Private
Spill
A spill from a privately-owned sewer lateral and/or private sanitary sewer system. LA County Health Department, County Operator State Water Resources Control Board
On-Line Database at enrollee’s discretion.
N/A
No-spills in a calendar month State Water Resources Control Board Online Database Certified – Within 30 calendar days after the end of each
calendar month, file statement that no
spills occurred.
City of Hermosa Beach 2024 SSMP
27 Agency Contact Number
LA County Health Department, County Operator 626-430-5420-Bus. Hrs 213-974-1234-After Hrs
Flood Maintenance Division 562-861-0316-Bus. Hrs
LA County Sanitation Districts Sanitation District (Report public sewer backups into dwellings or the street)
562-437-6520 (Same for after
hours)
State Office of Emergency Services 800-852-7550 [24/7]
6.4.1 Field Response, Report Protocol and Forms
Corrective actions and reporting guides are described and an investigation and reporting format are included for reference use.
6.4.2 Procedure to ensure that staff and contractors are aware of and are appropriately trained to follow Emergency Response Plan The SO&M Emergency Response Plan is available to key personnel who are responsible for managing or responding to spills. Copies of the City’s instruction manuals are available to field crews and engineers at the office who manage or have the role of preparing spill reports to regulatory agencies. The experience of the Contractors' emergency response team plays a very important part in the selection process during the selection of the City’s' as needed Emergency Contractors.
6.4.3 Procedures to address emergency operations such as traffic and crowd control and other necessary response activities.
The SO&M field personnel and employees of the emergency response contractors who are retained for spill responses are well trained in traffic and crowd control. The City’s vehicles are well equipped with traffic and crowd control tools, including orange traffic control cones, yellow tape, flashing lights, orange uniforms, first-aid supplies, etc.
6.4.4 Program to eliminate or minimize discharges into Waters of the United States
The SO&M personnel and emergency contractors' crews are properly trained on methods and procedures to prevent or limit the amount of spills into Waters of the United States and how to mitigate their impacts. Some of the methods include the use of sandbags to contain spills, absorbent tube socks to prevent spill discharge into a drainage conveyance system, and the use of vacuum trucks to suck up contained spills and dump effluent back into the collection system at other safe locations. SO&M personnel have the reduction of response time for spills as one of the major goals. Reducing response time would significantly limit the amount of spills that reaches the Waters of the United States.
6.4.5 Spill flow estimation tables and photographs
City crews have been provided with flow estimation pictures and tables that help in estimating sewer overflows.
The following chart (Figure 6.1) shows the City’s current Spill Response Plan.
City of Hermosa Beach 2024 SSMP
28 Figure 6.5 Spill Response Plan
City of Hermosa Beach 2024 SSMP
29 7. SEWER PIPE BLOCKAGE CONTROL PLAN
7.1. Overview
Under the Order, the City is required to evaluate its service area to determine whether a pipeblocking substances control program is needed. If the City determines that a pipe-blocking substances program is not needed, it must provide justification for why it is not needed. If pipeblocking substances is found to be a problem, the City must prepare and implement a pipeblocking substances source control program to reduce the amount of these substances discharged to the sanitary sewer system.
7.2. Purpose
FOG is generated in most types of restaurants and food service establishments during food preparation, food service, and kitchen clean up. If flushed down the drain, FOG can build up in pipes, pumps, and equipment -- causing significant problems in the sanitary sewer system, Each Enrollee shall evaluate its service area to determine whether a program is needed to control FOG, rags and debris. If an Enrollee determines that a program is not needed, the Enrollee must provide justification for why it is not needed. The program shall include the following as appropriate:
An implementation plan and schedule for a public education outreach program that promotes proper disposal of pipeblocking substances; A plan and schedule for the disposal of pipe-blocking substances generated within the sanitary sewer system service area. This may include a list of acceptable disposal facilities and/or additional facilities needed to adequately dispose of pipe-blocking substances generated within a sanitary sewer system service area;
The legal authority to prohibit discharges to the system and identify measures to prevent spills and blockages;
Requirements to install grease removal devices (such as traps or interceptors), design standards for the removal devices, maintenance requirements, BMP requirements, record keeping and reporting requirements;
Authority to inspect grease producing facilities, enforcement authorities, and whether the Enrollee has sufficient staff to inspect and enforce the FOG ordinance;
An identification of sanitary sewer system sections subject to FOG blockages and establishment of a cleaning maintenance schedule for each section; and
Development and implementation of source control measures for all sources of FOG discharged to the sanitary sewer system for each section identified immediately above.
City of Hermosa Beach 2024 SSMP
30 including line blockages. Blockages can lead to sewer overflows, posing environmental and public health hazards. Understanding and controlling discharges of FOG will greatly reduce potential liability of spills and efforts required to keep lines clean. The key to reducing FOG in the sanitary sewer system includes both a good source control program, as well as preventative maintenance to ensure FOG that does build up within the system is cleaned before significant buildup can occur. Additionally, understanding your collection system and the type of discharges within the service area is paramount to the strategic implementation of a pipe-blocking substances control program.
7.3. Minimum Requirements
At a minimum, each enrollee must:
a) Determine if pipe-blocking substances is (or could be) an issue within the service area. (If pipe-blocking substances is found not to be an issue, then justification must be provided).
b) Create a plan and schedule for a public education outreach program that promotes proper disposal of pipe-blocking substances;
c) Develop a plan and schedule for the disposal of FOG generated within the sanitary sewer system service area. This may include a list of acceptable disposal facilities and/or additional facilities needed to adequately dispose of pipe-blocking substances generated within a sanitary sewer system service area;
d) Ensure that the appropriate legal authority to prohibit discharges to the system and identify measures to prevent spills and blockages;
e) Require the installation of grease removal devices (such as traps or interceptors), including design standards for the removal devices,maintenance requirements, BMP requirements, record keeping and reporting requirements; f) Make sure that the agency has the authority to inspect grease producing facilities, enforcement authorities, and whether the agency has sufficient staff to inspect and enforce the FOG ordinance;
g) Identify sections of the sanitary sewer system that are subject to FOG blockages and establish a cleaning maintenance schedule for each section; and h) Develop and implement a source control and/or cleaning program for all sources of FOG discharged to the sanitary sewer system.
City of Hermosa Beach 2024 SSMP
31 7.4. Public education and outreach program
City proactively reaches out to users of its sewer system regarding the community’s pipeblocking substances source control program. Information on proper disposal of FOG and other spill prevention measures, including installation of grease traps, backwater valves, sewer lateral maintenance, etc. is disseminated through publication of quarterly articles in newsletters, and notices with business license renewals, on a usual schedule. These notifications provide descriptions of grease control efforts that can be undertaken by homeowners and businesses alike.
The City uses in house staff to provide informational and educational information to businesses and residents.
FOG in the local sewer system can be a prime contributor to a spill and its corresponding health and safety impacts. Related health and safety issues can also result from the discharge of pharmaceuticals and pesticides into the sanitary sewer system. Although not usually a causative factor in sewer overflows, these chemicals can be toxic and have disruptive environmental and biological effects. Discharges of such chemical compounds into the sewers should also be avoided and addressed in the education and outreach program. “No drugs or household pesticides down the drain”, is a compatible health and safety advisory.
7.5. Disposal method and schedule for pipe-blocking substances generated within the system service area
Solidified FOG, found in the public sewer system during regular scheduled cleaning operations or clearing of a blockage, is trapped, collected and taken to an available local rendering company or qualifying dump bin (site), or to the Joint Water Pollution Control Plant (JWPCP), in the City of Carson, operated by CSD. The solid debris (FOG, roots, grit, etc.) collected from the system are taken to permitted FOG disposal facilities such as a land fill or the JWPCP.
FOG in liquid form is flushed down by hydro jetting to receiving treatment facilities for disposal.
Additionally, the City also directs business to the calfog.org website so they can find FOG rendering business and also have a list that they provide during the inspections.
7.6. The legal authority to prohibit discharges to the system and identify measures to prevent spills and blockages.
The legal authority to prohibit illicit discharges (i.e. FOG, etc.) into the sewer system is discussed in Section 5 of this document. Requiring grease interceptors at FSE to prevent the discharge of grease to the public sewer system and educating the public on proper disposal methods for FOG are also discussed in this chapter. Discharges from industrial classification facilities are usually controlled under the terms of an industrial wastewater discharge permit, which is issued and monitored by the local wastewater agency.
City of Hermosa Beach 2024 SSMP
32 7.7. Requirements to install grease removal devices, design standards, maintenance, BMP’s, record keeping and reporting requirements.
The City Building Official is authorized to monitor and enforce the terms of the Plumbing Code and the Public Health Code, respectively. This includes domestic waste disposal from residential and commercial facilities. The City Code prohibits the discharge of "any material which may create a public nuisance, or menace to the public health or safety, or which may pollute underground or surface waters, or which may cause damage to any storm-drain channel or public or private property.”
The DPW is charged with reviewing, permitting, and inspecting the existing industrial waste facilities that discharge into the City’s wastewater collection system. Pretreatment devices are required for industrial waste generating facilities, including restaurants and other FSE. Grease removal devices are required to be designed per the PC, Chapter 10, approved, installed and operated in a manner to control discharges of FOG into the sanitary sewer system. Such devices are also to ensure that connected facilities do not create nuisances or menaces to the public peace, health or safety hazards, or adverse impacts on the public sewerage system, soil, underground and/or surface waters. If there is a FOG related problem associated with an industrial waste permit, City will take enforcement action against the permittee.
If during inspection of the sanitary sewer system, SO&M personnel determine that a FOG related problem exists and is traceable to a domestic sewage source of such character that is not satisfactory, under the City Code, pretreatment could be required or the discharge required to be eliminated. Domestic waste containing FOG can lead to SSO which are public nuisances, and California Health and Safety Code Division 5, Part 3, Chapter 6, Article 2 can also be used to impose appropriate domestic sewage discharge requirements.
The effectiveness of any grease removal devices is dependent upon their routine maintenance and monitoring/inspection for conformance with its intended purpose. Regular inspection and maintenance activity logging with quarterly reporting are required and are verified by City staff as part of the Industrial /Non-Domestic Waste Permit inspections which may create a public nuisance, or menace to the public health or safety, or which may pollute underground or surface waters, or which may cause damage to any storm-drain channel or public or private property.”
The DPW is charged with reviewing, permitting, and inspecting the existing industrial waste facilities that discharge into the City’s wastewater collection system. Pretreatment devices are required for industrial waste generating facilities, including restaurants and other FSE. Grease removal devices are required to be designed per the PC, Chapter 10, approved, installed and operated in a manner to control discharges of FOG into the sanitary sewer system. Such devices are also to ensure that connected facilities do not create nuisances or menaces to the public peace, health or safety hazards, or adverse impacts on the public sewerage system, soil, underground and/or surface waters. If there is a FOG related problem associated with an industrial waste permit, City will take enforcement action against the permittee.
If during inspection of the sanitary sewer system, SO&M personnel determine that a FOG related problem exists and is traceable to a domestic sewage source of such character that is not satisfactory, under the City Code, pretreatment could be required or the discharge required to be eliminated. Domestic waste containing FOG can lead to SSO which are public nuisances, and California Health and Safety Code Division 5, Part 3, Chapter 6, Article 2 can also be used to impose appropriate domestic sewage discharge requirements.
City of Hermosa Beach 2024 SSMP
33 The effectiveness of any grease removal devices is dependent upon their routine maintenance and monitoring/inspection for conformance with its intended purpose. Regular inspection and maintenance activity logging with quarterly reporting are required and are verified by City staff as part of the Industrial /Non-Domestic Waste Permit inspections.
7.8. Authority to inspect grease producing facilities, to enforcement, and evidence of adequate staffing to inspect and enforce the FOG ordinance.
As discussed in Section 5 of this document, the City has legal authority to inspect and enforce the local FOG ordinances. City has adequate staff to conduct inspections of the few pretreatment facilities at the permitted FSE connected into the city sewer system. The funding mechanism now in place allows for increases in permit and other services charges if necessary to hire additional staff.
7.9. Cleaning schedule for identified FOG prone sewer segments Experience has shown that FOG contributes to about 50% of the total SSO events that occur in a community sewer system. The remaining 50% is usually attributable to root intrusion into the system and other structural causes. As indicated in Section 6 of this document, FOG prone sections of City’s collection system, otherwise called "hot spots,” are identified during routine maintenance operations and investigation of stoppages resulting in a SSO event. These “hot spots” are typically cleaned by hydro jetting and rodding or cutting if roots are encountered.
Those portions of the system found to have persistent FOG problems are inspected and cleaned more frequently, depending on the magnitude of the problem. Furthermore, segments of the collection system with persistent FOG problems are referred to the DPW for additional evaluation and corrective actions.
For example, City has increased maintenance frequency in the known hot spot areas. Food service facilities discharging to the known hot spots have grease removal devices and their maintenance frequency is also increased. The maintenance of the grease interceptors and grease traps is verified during the annual Industrial Waste Inspection. If a facility is contributing excess amount of FOG and they do not have a grease removal device they will be notified by the Public Works Director to install a pretreatment system.
7.10. Source control measures developed and implemented for “hot spots”
Each “hot spot” cause and condition is not the same. For each identified problem location, the means of effective maintenance is noted on the respective “hot spots” list for review and regular follow-up action by the sewer maintenance crews. The activities can be amended as needed.
7.11. Some BMPs for Fats, Oils and Grease
Examples of BMPs for local application are on the following pages.
Some Best Management Practice (BMP) for Fats, Oils, and Grease
City of Hermosa Beach 2024 SSMP
34 Residual fats, oils and grease (FOG) are by-products that food preparation and food service establishments and automotive service facilities and machine shops must constantly manage.
Typically, FOG enters a facility’s plumbing from wash sinks and floor drains during daily operations. Sanitary sewer systems are not designed or equipped to handle accumulating FOG on the interior of sewer collection system pipes due to unmanaged – unmaintained discharges. Keeping FOG materials out of the plumbing system, by reasonable methods, is an important factor. The following are suggestions for proper FOG management:
Bulk or Dry Clean-Up
Practice bulk and dry materials clean-up before using wet methods that use water. Remove bulk or other solid food and grease laden substances into a suitable container before rinsing or washing the initial containers or surfaces that will drain into the plumbing system
Keep drain screens in place and fully serviceable to avoid clogging drains or accumulating FOG or grit on the interiors of pipes.
Do not pour grease, fats, or oils down the drain nor place food scraps in the drain. Use food grade paper to soak up oils and grease and dispose of appropriately. Use paper towels to wipe down surfaces and work areas. Cloth towels require washing and thereby introducing FOG back into the drains.
Success of bulk or dry clean-up is dependent upon the behavior of individuals and their access to tools and materials for use in removing bulk and dry materials before washing.
Spill Prevention
Preventing spills reduces the amount of waste that will require clean-up. A dry surface workplace is safer for everyone in avoiding slips, trips and falls. Capture bulk or dryer materials and place them into an appropriate container. Empty containers before they are full to avoid spills. Cover any FOG container before transporting to the rendering storage container. Provide employees with proper tools to transport materials without spilling Maintenance
Whatever method(s) are being used to collect, filter and store FOG, ensure that equipment is regularly maintained.
Employees should be aware of and trained to perform correct and scheduled cleaning procedures.
A daily and weekly maintenance schedule is highly recommended.
City of Hermosa Beach 2024 SSMP
35 Contract with a responsible service company to regularly and thoroughly clean larger components and spaces requiring specialized equipment and skills (e.g. large hood filters, hot tanks, floor drain pipes, specialty tools). Smaller and less complex elements can be cleaned by hand by the user (e.g. small hood filters, counter/bench tops, sinks, storage areas, daily tools). Skim/filter fryer grease daily and test the oil to determine when change is necessary.
Build-up of carbon deposits on the bottom of the fryer acts as an insulator that forces the fryer to heat longer, thus causing the oil to break down sooner. This extends the life of both the fryer and the oil.
Avoid discharging fryer oil into a drain or grease trap, but dispose into a rendering container for transport to a rendering company.
Cleaning intervals depend upon the type of product being prepared and the typical deposition of materials experienced. The larger the volume produced and deposits incurred, the more frequent the cleaning. This may warrant setting up a system of high use, high deposition work to be done in certain equipment that is cleaned more frequently than others to confine maintenance efforts.
Grease Traps and Interceptors
For grease traps and interceptors to be effective, the units must be properly sized, constructed and installed in a location to provide an adequate retention time for settling and accumulation of the FOG.
For information on properly locating, constructing and sizing grease traps and interceptors, contact the local governmental agency and examine EPA guidance documents and UPC criteria.
Ensure all grease-bearing drains discharge to the grease trap/interceptor. No toilet or shower waste should be plumbed to the trap/interceptor Oil and Grease Collection/Recycling and Food Donations
FOG consists of commodities that if handled properly can be treated as a valuable resource.
Some rendering companies will offer services free-of-charge and other will give a rebate on the materials collected. Contact local rendering representative for specific information and details.
Use only covered rendering barrels and make sure all drain screens are installed. Use a 3-compartment sink for ware washing. Begin with a hot pre-wash, then a scouring detergent wash, then a hot rinse. Each step should be trapped to capture non-emulsified FOG.
Donations can reduce disposal costs. Ensure that edible food is not washed or flushed
City of Hermosa Beach 2024 SSMP
36 down the drain. Edible food waste may be donated to a local food bank. Inedible food waste can be collected by a garbage feeder that will use discards for feeding livestock.
City of Hermosa Beach 2024 SSMP
37 8. SYSTEM EVALUATION, CAPACITY ASSURANCE AND CAPITAL
IMPROVEMENTS
8.1. Overview
This element of the SSMP includes several major programs and activities regarding development of a capital improvement plan and hydraulic analysis. Most of the requirements are satisfied by the most recent collection system master plan.
8.2. Purpose
An important step in attempting to minimize the amount of SSOs in a given system is to determine how the system will react to different conditions and stresses. Once this is achieved, City officials can identify areas in need of improvement and prioritize projects for a The Enrollee shall prepare and implement a capital improvement plan (CIP) that will provide hydraulic capacity of key sanitary sewer system elements for dry weather peak flow conditions, as well as the appropriate design storm or wet weather event. At a minimum, the plan must include:
(a)Evaluation: Actions needed to evaluate those portions of the sanitary sewer system that are experiencing or contributing to an SSO discharge caused by hydraulic deficiency. The evaluation must provide estimates of peak flows (including flows from SSOs that escape from the system) associated with conditions similar to those causing overflow events, estimates of the capacity of key system components, hydraulic deficiencies (including components of the system with limiting capacity) and the major sources that contribute to the peak flows associated with overflow events;
(b) Design Criteria: Where design criteria do not exist or are deficient, undertake the evaluation identified in (a) above to establish appropriate design criteria; and
(c)Capacity Enhancement Measures: The steps needed to
establish a short- and long-term CIP to address identified hydraulic deficiencies, including prioritization, alternatives analysis, and schedules. The CIP may include increases in pipe size, I/I reduction programs, increases and redundancy in pumping capacity, and storage facilities. The CIP shall include an implementation schedule and shall identify sources of funding. (d) Schedule: The Enrollee shall develop a schedule of completion dates for all portions of the capital improvement program developed in (a)-(c) above. This schedule shall be reviewed and updated consistent with the SSMP review and update
requirements as described in Section D. 14 of the General Order.
City of Hermosa Beach 2024 SSMP
38 capital improvement program.
8.3. Minimum Requirements
At a minimum, each enrollee must:
a) Describe the methods used to identify areas of the sanitary sewer system that lack the sufficient capacity to convey an appropriate peak flow; b) Establish consistent design criteria;
c) The identification of capacity needs and the approach used to take the results of the capacity evaluation to produce a prioritized list of capacity improvement projects; and d) The development of a project schedule that addresses both condition-related and capacity-related projects.
8.4. System Evaluation
To assess the adequacy of the existing sewer system, a hydraulic evaluation of the city's sewer system was prepared in 2017 through the City’s latest sewer master plan. The resulting report and recommended improvements will be added to this SSMP at that time.
8.5. Design Criteria
The Public Works Director is given the legal responsibility for ensuring sound, logical, and functional design of the public sewer infrastructure. The HBMC defines terms, establishes fees, sets out provisions for enforcement and maintenance. The basis of design standards for sewers is the Standard Plans for Public Works Construction; SPPWC “Green Book”. For specifics on design and performance provisions, refer to Section 7.
8.6. Adequate Capacity
City’s Public Works Department is the first line of defense in ensuring that the public sewer infrastructure is adequately planned, sized, correctly designed and easily maintainable. PWD legal authority to perform this important task is set forth in the multiple documents discussed in Section 5 and as detailed below.
For any new or expanded sewage discharges, the City requires completion of a sewer capacity study, by a registered engineer, prior to giving approval for projects that can affect the capacity of the public sewer system. The completed study will analyze the capacity in the existing system and will set forth mitigation requirements for the applicant to ensure adequate downstream capacity. The study will also justify the sizing of proposed lines to accommodate the peak flows from all areas tributary to the mainline sewer under consideration or pumping stations, now and in the future. The approved capacity study is referenced directly by the City’s plan checker when design plans for the new infrastructure are submitted to assure adequate capacity. All proposals for new connection to existing sewer must also comply with the DPW's policies for managing available sewer capacity.
8.7. CIP Schedule
Following the 2017 CCTVing of the City’s entire collection system, the potential rehabilitation segment candidates identified in the 2017 Sewer Master Plan update, were reviewed and recommended means of rehabilitation including point repairs, segment liners, manhole-tomanhole CIPP lining, and manhole-to-manhole pipeline replacement were developed. These
City of Hermosa Beach 2024 SSMP
39 recommended improvements were designed, construction contracts awarded, and construction was completed or is currently wrapping up. These projects were detailed in Section 4. Following conducting a new round of CCTV, this cycle of CCTV analysis, design and construction will be repeated.
City of Hermosa Beach 2024 SSMP
40 9. MONITORING, MEASUREMENT, AND PROGRAM MODIFICATION
9.1. Overview
It is critical that the City monitors implementation of the SSMP elements, and measures the effectiveness of SSMP elements in reducing SSOs. Effectiveness should be measured by developing and tracking performance indicators on a regular basis. Performance indicators should be selected to meet the goals of the wastewater collection system agency.
9.2. Purpose
In order to effectively manage programs, performance measures that gauge success should be developed and data to support the findings must be collected. To this end, accurate and consistent data keeping is extremely important for successful sewer system management. It is imperative that the correct data is captured, in a format that is easily extractable, and that operations personnel understand their role in this process. Focus should be placed on performance metrics, components of trend tracking, and bench-marking procedures both internally and externally. Based upon data collected, decisions can be made as to changes that may be warranted and needed in order to maximize program efficiencies. Setting up a Monitoring, Measurement, and Program Modification program will allow a community to better manage and implement SSMP programs.
9.3. Minimum Requirements
At a minimum, the enrollee must:
a) Maintain relevant information, including audit findings, to establish and prioritize appropriate Plan activities;
b) Monitor the implementation and measure the effectiveness of each Plan Element; c) Assess the success of the preventive operation and maintenance activities; d) Update Plan procedures and activities, as appropriate, based on results of monitoring and performance evaluations; and
The Plan must include an Adaptive Management section that addresses Plan-implementation effectiveness and the steps for necessary Plan improvement, including:
Maintaining relevant information, including audit findings, to establish and prioritize appropriate Plan activities;
Monitoring the implementation and measuring the
effectiveness of each Plan Element;
Assessing the success of the preventive operation and maintenance activities;
Updating Plan procedures and activities, as appropriate, based on results of monitoring and performance evaluations; and
Identify and illustrating spill trends, including spill frequency, locations and estimated volumes.
City of Hermosa Beach 2024 SSMP
41 e) Identify and illustrate spill trends, including spill frequency, locations and estimated volumes.
9.4. Monitoring
Relevant data on all work done in the implementation and execution of the SSMP program will be documented and maintained in the DPW filing system and used in preparing the monthly Summary of Maintenance Productivity. These data files are used in the evaluation of the effectiveness of the overall program.
9.5. Program Effectiveness Evaluation
The effectiveness of the program shall be monitored and tracked through the City Performance Measure Indicators of key activities to minimize sewer overflows. These include:
total number of overflows
total number equal to or greater than 1000 gallons discharged or reaching the Waters of the United States
overflow response time
reduction in repeated incidents of overflow at the same location reduction in number of overflows caused by flows exceeding the capacity of the collection system.
9.6. Program Modifications
The City will be establishing the preventive maintenance sewer metrics for use in monitoring, measuring and adjusting sewer maintenance activities. After these metrics are included in the City’s work order system, they will be monitored on a regular basis. Until this time, City staff will compile and monitor the most relevant indicators, which include the number and causes of SSOs, length of pipes cleaned, length of pipes televised, and length of pipes repaired or replaced.
9.7. SSO Location Mapping and Trends
9.7.1 Location Map
The locations of SSO occurrences are tracked and causes are also recorded. This data is used for establishing SSO patterns, identifying hot spots as indicated by location clusters, and for scheduling work assignments and providing information on SSO activities.
9.7.2 Mapping of SSO Frequencies
The monthly numbers of SSOs are also depicted in charts and graphs. The charts are used to identify SSO trends and as an indicator of infiltration/inflow problems that need to be corrected. The graphs are used to identify SSO trends and to evaluate overall SSMP program success especially by comparing the graphs to different years and with results from other sewering agencies.
City of Hermosa Beach 2024 SSMP
42 10. INTERNAL AUDITS
10.1. Overview
Audit programs are intended to provide controls for ensuring that all programs associated with the SSMP are being implemented as planned and managed appropriately. Audit outcomes should provide information about challenges and successes in implementing the SSMP by evaluating work practices and operations, documentation, procedures records and staff for implementation effectiveness and consistency. The audit will identify any program or policy changes that may be needed to continually improve effective implementation. Information collected as part of an audit should be used in to plan program or procedure revisions necessary to improve program performance.
10.2. Purpose
SSMP audit program development should be developed specifically for the sanitary sewer system, but agency-wide procedures should be incorporated to ensure program sustainability.
The audit can contain information about successes in implementing the most recent version of the SSMP and identify revisions that may be needed for a more effective program.
Information collected as part of the Monitoring, Measurement, and Program Modifications program should be used in preparing the audit. Quite often, performance measures and other management indicators are developed, providing a baseline that performance can be measured against.
Tables, figures, and charts can be used to summarize information about these indicators. An explanation of the SSMP development and accomplishments in improving the sewer system should be included in the audit, including:
Progress made on development of SSMP elements, and if the sewer system agency is on schedule in developing all elements of the SSMP;
SSMP implementation efforts over the timeframe in question; The effectiveness of implementing SSMP elements;
A description of the additions and improvements made to the sanitary sewer collection system in the past reporting year; and
A description of the additions and improvements planned for the upcoming reporting year with an estimated schedule for implementation.
10.3. Minimum Requirements
The WDR requires that all agencies develop appropriate audit procedures necessary to evaluate the effectiveness of the SSMP, as well as the agency’s compliance with all As part of the SSMP, the Enrollee shall conduct periodic internal audits, appropriate to the size and performance of the system and the number of spills. At a minimum, these audits must occur every three years and a report must be prepared and kept on file. This audit shall focus on evaluating the effectiveness of the SSMP and the Enrollee’s compliance with the SSMP requirements identified in this Attachment D.10, including identification of any deficiencies in the SSMP and steps to correct them
City of Hermosa Beach 2024 SSMP
43 requirements identified in the WDR. The audit must identify any deficiencies in an agency’s SSMP programs and include steps to correct these issues. At a minimum, audits must be conducted every three years and a report of the findings must be prepared and kept on file.
10.4. SSMP Program Audit
The City will conduct periodic internal audits and prepare a report, at a minimum of every three years. The audit will focus on evaluating the operational and cost effectiveness of the SSMP as well as the City’s compliance with all elements of the SSMP. This will include:
Identification of any deficiencies in the SSMP
Steps taken to correct any identified deficiencies
Notes of interviews with key responding personnel and any contractors utilized Notes of operational observations, especially of each SSO event Notes on related equipment inspections
Findings of all reviews of related records
The City hired an outside consultant this year to conduct a comprehensive updated SSMP.
Future audits will be kept on file in the Office of the City Clerk, the DPW office, and at the field maintenance yard site.
10.5. SSMP Certification
The SSMP has been presented to and acted upon by the Hermosa Beach City Council at a public meeting. Subsequent SSMP approval must also be considered and acted upon at a public meeting. Once approved, the Director of Public Works must certify its approval in compliance with the WDR requirements, including completion of the certification portion in the Online SSO Database Questionnaire by checking the appropriate milestone box, printing and signing the automated form and sending the signed form to:
State Water Resources Control Board
Division of Water Quality
Attn: SSO Program Manager
P.O. Box 100
Sacramento, CA 95812
10.6. SSMP Modification and Re-certification
The SSMP must be updated every six years to keep it current. When significant amendments are made to any portion or portions of the SSMP, it must be resubmitted to the City Council for approval and re-certification. The re-certification shall be in accordance with the certification process described in section 10.5 above.
City of Hermosa Beach 2024 SSMP
44 11. COMMUNICATION PROGRAM
11.1. Overview
Communication programs are often underrated and overlooked. However, an effective communication program may end up being the key element that keeps your organization from missing critical SSMP deadlines. Involving the public early and at appropriate times will help your organization avoid last-minute comments that delay approval of your SSMP by your governing body. A quality communication program with satellite agencies will help to minimize negative operational impacts on your plant or collection system.
It is important to identify an individual who will be responsible for the development of your communication program. Larger agencies will typically have Communications and Media Officers or Public Information Officers who are appropriate to lead the development of the communication program. Smaller agencies who don’t have these staff in-house should look to those within the agency who have exhibited strong writing skills, public speaking skills, experience with customer interface, or have successfully completed controversial projects. A self-assessment and rough timeline follow to help you on your way to a successful communication program!
11.2. Purpose
Identifying key stakeholders and key issues and thinking about how various stakeholders might react are the first steps to developing a communication plan. Understanding what elements of an SSMP they will be most concerned with is one of the many potential considerations that an agency may identify. Involving the right stakeholders on potentially controversial issues as early as possible is important to the success of any new program.
Emphasizing collaboration and shared goals to reach a workable solution will not always ensure buy-off but will promote ownership and understanding. Avoiding proper outreach efforts for controversial issues in the hope that interested parties won’t catch on usually backfires. These issues should be considered when developing a communication program.
The Plan must include procedures for the Enrollee to communicate with:
The public for:
o Spills and discharges resulting in closures of public areas, or that enter a source of drinking water, and
o The development, implementation, and update of its
Plan, including opportunities for public input to Plan
implementation and updates.
Owners/operators of systems that connect into the Enrollee’s system, including satellite systems, for:
System operation, maintenance, and capital improvementrelated activities.
City of Hermosa Beach 2024 SSMP
45 11.3. Minimum Requirements
a) The Enrollee shall communicate on a regular basis with the public on the development, implementation, and performance of its SSMP. The communication system shall provide the public the opportunity to provide input to the Enrollee as the program is developed and implemented.
b) The Enrollee shall also create a plan of communication with systems that are tributary and/or satellite to the Enrollee’s sanitary sewer system.
11.4. Communication
The City will provide all stakeholders and interested parties, the general public and other agencies, with status updates on the development and implementation of the SSMP and consider comments received from them. The City will utilize media such as quarterly newsletters, billing inserts, special brochures, annual reports, notices in newspapers, and the City’s home web page for conveying this information. Additionally, the City will:
Identify an individual within its organization who is responsible for development, implementation, and interface for the communication program. Identify resources necessary to solicit and incorporate input on each phase of the SSMP (development, implementation, and performance), as well as document the City’s outreach efforts.
Identify key community stakeholders and key issues that various stakeholders may be interested in and/or concerned with.
Make sure to involve the right stakeholders on potentially controversial issues as early as possible. Emphasize collaboration and shared goals to reach a workable solution. Create a list of key milestones in each phase of the SSMP when stakeholder input would be most useful and effective.
Create a convenient mechanism for stakeholder input. Additionally, key considerations, while developing a communication program include:
Consider the development of a variety of communication methods, including newsletters, public meetings, web pages, and public service announcements. Different agencies will find that different communication methods are effective. Look for a method that reaches the desired audience at a reasonable cost. Consider joint efforts to develop a website with other agencies or professional organizations and share costs. The website could contain general information about the new Waste Discharge Requirements and SSMP components, provide space to make documents available for public review, and contain contact, meeting times and locations, and other agency-specific information.
For communication with other satellite agencies, consider regular coordination meetings, annual surveys for changes in their system, and/or web pages devoted to satellite agency issues.
Make sure to have identified a staff person responsible for satellite agency coordination. This person will ensure that the program is sustained, and City’s efforts to get the program up and running aren’t wasted once the SSMP is complete.
11.5. SSMP Availability
Copies of the SSMP will be maintained in the City offices of the City Clerk, the City Engineer, and the Director of Public Works and at each SO&M field yard site, with applicable summaries,
City of Hermosa Beach 2024 SSMP
46 reports, and notices posted on the City’s home web page. The adopted document shall also be made readily available to the Regional Water Quality Control Board (Region No. 4) representatives upon request and to the operators of any collection system or treatment facility downstream of the City’s sanitary sewer system.
Sewer Master Plan
Prepared for
City of Hermosa Beach
1315 Valley Drive
Hermosa Beach, CA 90254
Prepared by
David Evans and Associates, Inc.
17782 17th Street, Suite 200
Tustin, CA 92780
August 2017
R
APPENDIX A
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan i
TABLE OF CONTENTS
CHAPTER 1 INTRODUCTION AND STUDY AREA...................................................................................................1-1 BACKGROUND AND SCOPE ............................................................................................................................................1-1 EXISTING SANITARY SEWER COLLECTION SYSTEM...............................................................................................................1-1 EXISTING LAND USE.....................................................................................................................................................1-4 POPULATION ..............................................................................................................................................................1-7 CHAPTER 2 EXISTING AND FUTURE WASTEWATER FLOWS.................................................................................2-1 FLOW ESTIMATING METHODOLOGY................................................................................................................................2-1 FLOW MONITORING PROGRAM AND DATA ......................................................................................................................2-1 Representative Diurnal Curves ...........................................................................................................................2-3 Meter Basin No. 1...............................................................................................................................................2-4 Meter Basin No. 2...............................................................................................................................................2-5 Meter Basin No. 3...............................................................................................................................................2-6 Meter Basin No. 4...............................................................................................................................................2-7 Meter Basin No. 5...............................................................................................................................................2-8 Meter Basin No. 6...............................................................................................................................................2-9 Meter Basin No. 7.............................................................................................................................................2-10 Metering Flow Summary ..................................................................................................................................2-11 UNIT FLOW FACTORS CALIBRATION ..............................................................................................................................2-11 2040 WASTEWATER FLOW PROJECTION .......................................................................................................................2-14 CHAPTER 3 HYDRAULIC MODEL AND CAPACITY ANALYSIS .................................................................................3-1 MODEL DEVELOPMENT ................................................................................................................................................3-1 Model Software..................................................................................................................................................3-1 Data....................................................................................................................................................................3-1 Sewer Network Development.............................................................................................................................3-2 Pipe Friction Factors ...........................................................................................................................................3-2 Average Flow Distribution ..................................................................................................................................3-2 Diurnal Curves Assignment.................................................................................................................................3-3 Boundary Conditions ..........................................................................................................................................3-3 MODEL CALIBRATION...................................................................................................................................................3-3 CAPACITY CRITERIA......................................................................................................................................................3-8 ANALYSIS RESULTS – EXISTING CONDITIONS .....................................................................................................................3-9 CHAPTER 4 SEWER REHABILITATION METHODS.................................................................................................4-1 OVERVIEW.................................................................................................................................................................4-1 SANITARY SEWER REHABILITATION METHODS...................................................................................................................4-1 Sewer Rehabilitation via Pipe Replacement.......................................................................................................4-1 Sewer Rehabilitation via Trenchless Technology using Existing Pipe as Host.....................................................4-4 Other Types of Sewer Repairs.............................................................................................................................4-9 SEWER REPLACEMENT & REHABILITATION UNIT COSTS.....................................................................................................4-10 Manhole Rehabilitation....................................................................................................................................4-12 Manhole Replacement & Rehabilitation Unit Costs.........................................................................................4-13
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan ii
CHAPTER 5 SEWER CCTV INVESTIGATIONS.........................................................................................................5-1 OVERVIEW.................................................................................................................................................................5-1 SEWER CCTV INSPECTIONS ...........................................................................................................................................5-1 Sewer Structural Defects....................................................................................................................................5-3 Sewer System Operation and Maintenance Defects ........................................................................................5-14 MANHOLE INSPECTIONS .............................................................................................................................................5-16 Manhole Inspection Defects .............................................................................................................................5-16 CHAPTER 6 IMPROVEMENT PROGRAM..............................................................................................................6-1 PROJECTS OVERVIEW ...................................................................................................................................................6-1 MONITORING LOCATIONS .............................................................................................................................................6-1 CAPITAL IMPROVEMENT PROJECTS..................................................................................................................................6-3 CAPITAL COST ESTIMATES .............................................................................................................................................6-5 APPENDICES ....................................................................................................................................................6-21 APPENDIX A: CCTV DATA ..........................................................................................................................................6-23 APPENDIX B: FLOW MONITORING DATA........................................................................................................................6-25 APPENDIX C: MANHOLE CONDITION REPORTS ................................................................................................................6-27 APPENDIX D: MODEL RESULTS ....................................................................................................................................6-29 APPENDIX E: E-SIZE MAPS..........................................................................................................................................6-31
LIST OF TABLES
TABLE 1-1: SEWER DIAMETERS AND LENGTHS ......................................................................................................................1-4 TABLE 1-2: NUMBER OF SEGMENTS WITH SPECIFIC PIPE MATERIAL AND DIAMETER.....................................................................1-4 TABLE 1-3: EXISTING CITY LAND USE TABLE .........................................................................................................................1-5 TABLE 1-4: HISTORICAL AND PROJECTED CITY POPULATION AND HOUSING (1990 - 2035) ..........................................................1-8 TABLE 2-1: FLOW METER AND TRIBUTARY AREA CHARACTERISTICS ..........................................................................................2-3 TABLE 2-2: WEEKDAY DRY WEATHER METERING FLOW SUMMARY........................................................................................2-11 TABLE 2-3: UNIT FLOW FACTORS CALIBRATION BY METER BASIN...........................................................................................2-12 TABLE 2-4: CALIBRATED UNIT FLOW FACTORS....................................................................................................................2-14 TABLE 3-1: DATA SOURCES...............................................................................................................................................3-1 TABLE 3-2: DIURNAL CURVES AND LAND USES .....................................................................................................................3-3 TABLE 3-3: CALIBRATION SUMMARY ..................................................................................................................................3-5 TABLE 3-4: SEWER CAPACITY CRITERIA ...............................................................................................................................3-8 TABLE 4-1: UNIT CONSTRUCTION COSTS FOR SEWER REPLACEMENT OR REHABILITATION ...........................................................4-11 TABLE 4-2: UNIT CONSTRUCTION COSTS FOR MANHOLE REPLACEMENT OR REHABILITATION (A) ...................................................4-13 TABLE 5-1: SEWER DEFECT GRADE DESCRIPTIONS.................................................................................................................5-3 TABLE 5-2: RECOMMENDED SEWER REHABILITATION.............................................................................................................5-7 TABLE 5-3: MANHOLE DEFECT GRADE DESCRIPTIONS ..........................................................................................................5-15 TABLE 5-4: MANHOLES RECOMMENDED FOR REHABILITATION ..............................................................................................5-18 TABLE 6-1: LIST OF HIGH D/D SEWER SEGMENTS TO MONITOR...............................................................................................6-3 TABLE 6-2: CAPACITY DEFICIENCY IMPROVEMENT PROJECT SEGMENTS .....................................................................................6-5 TABLE 6-3: CONSTRUCTION UNIT COST ESTIMATES ...............................................................................................................6-6 TABLE 6-4: CAPITAL COST FACTORS ...................................................................................................................................6-7 TABLE 6-5: CAPITAL COST ESTIMATES FOR CAPACITY IMPROVEMENT PROJECTS ..........................................................................6-8
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TABLE 6-6: COST ESTIMATES FOR STRUCTURAL IMPROVEMENT PROJECTS..................................................................................6-9 TABLE 6-7: CAPITAL COST ESTIMATES FOR MANHOLE IMPROVEMENT PROJECTS .......................................................................6-17 TABLE 6-8: PROPOSED CAPITAL IMPROVEMENT PROJECTS 6-YEAR PLAN .................................................................................6-19
LIST OF FIGURES
FIGURE 1-1: VICINITY MAP...............................................................................................................................................1-2 FIGURE 1-2: EXISTING HERMOSA BEACH SEWER SYSTEM........................................................................................................1-3 FIGURE 1-3: EXISTING CITY LAND USE MAP.........................................................................................................................1-6 FIGURE 1-4 HISTORICAL AND PROJECTED POPULATION AND HOUSING ......................................................................................1-8 FIGURE 2-1: TEMPORARY FLOW METER LOCATIONS ..............................................................................................................2-2 FIGURE 2-2: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 1 (WEEKDAY) .............................................................2-4 FIGURE 2-3 METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 2 (WEEKDAY) ..............................................................2-5 FIGURE 2-4: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 3 (WEEKDAY) .............................................................2-6 FIGURE 2-5: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 4 (WEEKDAY) .............................................................2-7 FIGURE 2-6: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 5 (WEEKDAY) .............................................................2-8 FIGURE 2-7: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 6 (WEEKDAY) .............................................................2-9 FIGURE 2-8: METERING AND REPRESENTATIVE DIURNAL CURVES FOR SITE 7 (WEEKDAY) ...........................................................2-10 FIGURE 2-9: VACANT LOTS ASSUMED BUILT-OUT FOR FUTURE CONDITION FLOW.....................................................................2-15 FIGURE 3-1: CALIBRATED DIURNAL CURVES .........................................................................................................................3-4 FIGURE 3-2: MODEL CALIBRATION RESULTS (SITE 2) .............................................................................................................3-5 FIGURE 3-3: MODEL CALIBRATION RESULTS (SITE 4) .............................................................................................................3-6 FIGURE 3-4: MODEL CALIBRATION RESULTS (SITE 5) .............................................................................................................3-6 FIGURE 3-5: MODEL CALIBRATION RESULTS (SITE 6) .............................................................................................................3-7 FIGURE 3-6: MODEL CALIBRATION RESULTS (SITE 7) .............................................................................................................3-7 FIGURE 3-7: MAXIMUM D/D RATIOS UNDER EXISTING DWF CONDITIONS ..............................................................................3-10 FIGURE 5-1: CCTV INSPECTION MAP .................................................................................................................................5-2 FIGURE 5-2: STRUCTURAL DEFECTS BY CATEGORY .................................................................................................................5-4 FIGURE 5-3: SEWER SYSTEM DEFECTS RECOMMENDED FOR REHABILITATION ...........................................................................5-14 FIGURE 5-4: INSPECTED MANHOLES .................................................................................................................................5-16 FIGURE 5-5: MANHOLE DEFECTS .....................................................................................................................................5-17 FIGURE 5-6: MANHOLES RECOMMENDED FOR IMPROVEMENTS .............................................................................................5-21 FIGURE 6-1: HIGH D/D SEWER SEGMENTS TO MONITOR........................................................................................................6-2 FIGURE 6-2: RECOMMENDED CAPACITY IMPROVEMENT PROJECT LOCATIONS.............................................................................6-4
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LIST OF ABBREVIATIONS
ACP Asbestos Cement Pipe
CCTV Closed Circuit Television
CIP Capital Improvement Program
CIPP Cured-in-place Pipe
DS Downstream
DU Dwelling Unit
DWF Dry Weather Flow
FAR Floor Area Ratio
GIS Geographic Information System
gpd Gallons per Day
HDPE High Density Polyethylene
LF Lineal Feet
mgd Million Gallons per Day
PDWF Peak Dry Weather Flow
PVC Polyvinyl Chloride
SCAG Southern California Association of Governments
tsf Thousand Square Foot
US Upstream
VCP Vitrified Clay Pipe
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CHAPTER 1 INTRODUCTION AND STUDY AREA
This introductory chapter provides background information on the study vicinity, scope of the Sewer Master Plan (SMP), existing sewer collection system, existing land use, and population.
BACKGROUND AND SCOPE
Hermosa Beach (the City) is a city in the Los Angeles Basin in the southern portion of Los Angeles County. The City is bordered by Manhattan Beach to the north, Redondo Beach to the east and south, and the Pacific Ocean to the west. Figure 1-1 shows the vicinity map of the City.
The City’s previous sewer master plan was completed in 2009 by MBF Consulting. Since then, several land development and capital improvement projects have been completed. Growth within the City is considered slow with population in the past twenty-five years changing from 18,219 in 1990 to 19,772 in 2015. Because of these changes in infrastructure and population, this updated SMP uses 2017 conditions as a basis for analysis and recommendations.
The study area boundary is coincident with the current Hermosa Beach city limits. The scope of the SMP evaluates all the City sewer structures that are within the city limits for hydraulic capacities, structural conditions and needed capital improvements. Existing and proposed structures are also evaluated under predicted 2040 flow conditions to ensure long-term solutions. Los Angeles County trunk sewers were not within the scope of this project and were not included in the SMP hydraulic model. The boundaries of the hydraulic model were set at the “outfalls”, where wastewater flows leave the City collection system and enter into the Los Angeles County Sanitary District (LACSD) interceptor system.
EXISTING SANITARY SEWER COLLECTION SYSTEM
Figure 1-2 shows the City’s existing sanitary sewer collection system. The City provides sewer service to residents and businesses within the city limits. The City owns, operates, and maintains a sanitary sewer collection system including approximately 37 miles of gravity sewers and approximately 880 manholes.
The entire city sewer system discharges to LACSD sewer trunk lines. The sewer network is comprised of a series of independent networks with outfalls from the Hermosa Beach sewers to the LACSD system. There is one city-owned lift station that directs flow up from the beachfront toward the nearest outfall to the LACSD system. In addition, three small beachfront restroom lift stations are located along the beach and lifts sewage to the nearest collection system pipeline.
Table 1-1 shows the sewer diameters and the associated lengths of the City’s sewer collection system. As shown in Table 1-1, the majority of the City sewers are 8-inch pipes, making up almost 80 percent of the City sewers, followed by 6-inch and 10-inch sewers each representing 10.8 percent and 4.1 percent of the system respectively.
The remaining diameters account for less than 6 percent of the system with the largest pipe size of 24 inches.
Table 1-2 shows pipe materials for the various sizes of pipes in the City system. The majority of the system is composed of vitrified clay pipes or non-reinforced concrete pipes. Polyvinyl chloride, polyethylene, cast iron, and asbestos cement make up a small fraction of the system. There are fourteen pipes in the sewer-pipe database that do not list a pipe material.
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Figure 1-1: Vicinity Map
CHAPTER 1 – INTRODUCTION AND STUDY AREA
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Figure 1-2: Existing Hermosa Beach Sewer System
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Table 1-1: Sewer Diameters and Lengths
Sewer Diameter
(inch) No. of Segments Length (feet) Length (mile) % by Length 6 79 21,018 3.98 10.8%
8 720 155,088 29.37 79.5%
10 44 8,069 1.53 4.1%
12 11 2,102 0.40 1.1%
15 15 3,583 0.68 1.8%
18 6 1,478 0.28 0.8%
24 17 3,655 0.69 1.9%
Total 892 194,993 36.93 100%
Table 1-2: Number of Segments with Specific Pipe Material and Diameter Sewer
Diameter
(inch)
Vitrified
Clay
Pipes
(VCP)
Polyvinyl
Chloride
(PVC)
PolyethyleneCast Iron
Pipe (CIP)
Concrete
Pipe
(RCP)
Asbestos
Cement N/A1
6 62 1 - - 14 - 2
8 372 3 4 4 325 1 11
10 31 - - - 13 - -
12 1 4 5 - 1 - -
15 12 - - - 3 - -
18 3 2 - - 1 - -
24 16 - - - - - 1
Total 497 10 9 4 357 1 14
1. The database does not list the material for these pipes.
EXISTING LAND USE
The existing land use data developed in the preparation of this Master Plan are based on the City’s zoning provided by the City in GIS format. Table 1-3 provides a summary of the land use categories chosen for the analysis. The presented net acreages exclude streets and roads. Figure 1-3 presents the existing land use distribution throughout the City.
Among the existing developed parcels, residential land uses represent about 67 percent of the total area, zoned as High and Medium Density. The remaining land uses include 19 percent open space, 12 percent commercial, 1 percent light industrial, 1 percent mobile home park, and 1.9 acres institutional.
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Table 1-3: Existing City Land Use Table
Land Use Category Number of
Parcels
Acreage % of Total Acreage
High Density Residential 2515 214.5 32%
Medium Density Residential 2671 235.1 35%
Commercial 410 79.8 12%
Institutional 4 1.9 0%
Light Industrial 43 7.5 1%
Mobile Home Park 2 4.2 1%
Open Space 57 130.4 19%
Total 5702 673.6 100.0%
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Figure 1-3: Existing City Land Use Map
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POPULATION
Historical population and housing data was obtained from the California Department of Finance. As shown in Table 1-4 and on Figure 1-4, the City’s population increased from 18,219 in 1990 to 18,453 in 2000, which was an average annual increase of 0.13 percent. The population increased further by 0.56 percent annually between 2000 and 2010. Since then, the City’s population has been continuing a slow increase, and was 19,772 by January 2015.
Available housing increased at an annual rate of 0.15 percent between 1990 and 2000, and continued to increase at a slightly higher rate of 0.32 percent between 2000 and 2010. There were 10,110 dwelling units in the City as of January 2015, a slight decrease from previous years. The number of vacant dwelling units increased from 364 in 2000 (3.70 percent vacancy) to 609 (6.00 percent vacancy) by 2015. The number of people per occupied dwelling unit (population density) has remained roughly constant since 1990 at about 2.0.
Projected population and housing for the City through 2035 in 5-year increments was obtained from the Southern California Association of Governments (SCAG) Regional Transportation Plan that was adopted in 2012.
As shown in Table 1-4 and on Figure 1-4, the City’s population is relatively constant with very slow growth. The SCAG data indicates that Hermosa Beach’s population is projected to decrease to 19,600 by the year 2020 but return to a trend of slow growth through 2035. Housing is also projected to decrease by 1.24 percent (relative to 2015) to 9,500 dwelling units in 2020. This projected estimate seems low considering that the City’s available housing has not been that low since before 1990. Based on past trends, it is reasonable to assume that available housing will remain roughly constant in the near future at around 10,100 dwelling units. Assuming that vacancy will remain at 6.00 percent, the City’s population density would remain constant at 2.19 people per occupied dwelling unit through the year 2035.
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Table 1-4: Historical and Projected City Population and Housing (1990 - 2035) Historical City Population
and Housing
Projected City Population
and Housing
1990 2000 2010 2015 2020 2025 2030 2035
Population(a) 18,219 18,453 19,506 19,772 19,600 19,633 19,667 19,700 Annual % Increase - 0.13% 0.56% 0.27% -0.17% 0.03% 0.03% 0.03% Total Dwelling Units 9,689 9,840 10,162 10,110 9,500 9,533 9,567 9,600 Annual % Increase - 0.15% 0.32% -0.10% -1.24% 0.07% 0.07% 0.07% Vacant Dwelling Units 517 364 612 609 504 505 507 509
% Vacant(b) 5.34% 3.70% 6.00% 6.00% 6.00% 6.00% 6.00% 6.00% Population per
Occupied Dwelling Unit 1.99 1.95 2.04 2.08 2.19 2.19 2.19 2.18 Notes:
a) Non-household populations such as nursing homes, school dormitories, state and federal prisons, and military barracks are included in the total population.
b) Vacant dwelling unit percentages for 2015 - 2035 were assumed equal to the 2010 vacancy percentage of 6.00%.
Figure 1-4 Historical and Projected Population and Housing
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CHAPTER 2 EXISTING AND FUTURE WASTEWATER
FLOWS
This chapter describes the development of existing and potential future wastewater flow estimates for the City’s sanitary sewer collection system. The flow monitoring data along with other developed flow parameters provide the basis for the hydraulic model development and the subsequent capacity analysis.
FLOW ESTIMATING METHODOLOGY
Wastewater flows entering the City’s sanitary sewer collection system were estimated for dry weather conditions based on the following processes:
1. Analyze measured flow data and determine representative diurnal curves for each site and the corresponding average daily flow rates for unit flow factors developed for hydraulic model calibration purposes;
2. Identify vacant parcels in GIS;
3. Develop and calibrate wastewater unit flow factors for dry weather flow conditions based on General Plan land uses, flow monitoring data and tributary areas;
4. Use the calibrated unit flow factors and other pertinent demographic and employment growth data to project potential 2040 wastewater flows
FLOW MONITORING PROGRAM AND DATA
Temporary sewer flow and rainfall monitoring were conducted at seven strategically selected locations to measure wastewater flows in the city sewer system for a four-week period from January 18, 2017 through February 17, 2017. Figure 2-1 shows the flow meter locations as well as the tributary areas monitored by each flow meter (meter basin). Table 2-1 summarizes the flow meters and tributary areas characteristics. Appendix A includes the flow monitoring report, which details site locations, flow meters used, and flow data for the entire monitoring period.
Dry weather flow conditions were evaluated in the hydraulic model (Chapters 3). Wet weather flow conditions are accounted for by designing sewers to carry peak dry weather flows at maximum sewer flow depth over diameter (d/D) ratios. The remainder of the pipe flow area is reserved to carry wet weather flows in addition to peak dry weather flows.
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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Figure 2-1: Temporary Flow Meter Locations
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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Table 2-1: Flow Meter and Tributary Area Characteristics Metering
Site No. Manhole GIS ID Flow Meter Location
Pipe
Size
(inches)
Predominant Land
Use
Net
Tributary
Area
(acres)
1 0011 Upstream 8 Residential 4.14
2 0504D Upstream 15 Residential 97.57
3 0603 Downstream 15 Residential/Commercial 246.491
4 0604 Downstream 12 Residential/Commercial 237.23
5 0241 Downstream 8 Residential/Commercial 58.19
6 1001 Downstream 24 Residential/Commercial 131.59
7 0021 Upstream 8 Residential 22.67
It is more difficult to accurately estimate and model weekend flows for individual commercial, institutional and some industrial parcels and users because it is usually not known what businesses, offices and workplaces are open and which ones are closed or operating with lower wastewater generation. Conversely, on normal weekdays, all land uses are expected to generate wastewater at more quantifiable flow rates. Therefore, only weekday flow conditions were analyzed in the hydraulic model.
REPRESENTATIVE DIURNAL CURVES
A representative diurnal curve was developed for each monitoring site based on the recorded weekday flows. The representative diurnal curves were used to calibrate the flows in the hydraulic model. The following guidelines were followed in the development of these representative diurnal curves:
1. The overall shape of the measured flows is captured;
2. The general timing and magnitude of the peak(s) are preserved;
3. The volume of the flow is within 5% of the recorded average daily flow.
The representative diurnal curves for the seven metering sites were hand drawn following the above guidelines.
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 1
Flow data for Meter Basin No. 1 is shown in Figure 2-2. Meter Basin No. 1 is located in the northwest corner of the City. The basin is the smallest with only 4 acres of drainage area. This basin is primarily residential; however, just downstream of the monitored site is a pump station that moves discharge up from the beach area and into a pipe system that discharges to the county system. This pump system disrupts the dry weather pattern that is typical of a residential area as can be seen in Figure 2-2.
Summary Data:
High peak – 0.336 mgd at 7pm
Average flow – 0.057 mgd
Lowest use at 5am
Figure 2-2: Metering and Representative Diurnal Curves for Site 1 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 2
Flow data for Meter Basin No. 2 are shown in Figure 2-3. Meter Basin No. 2 is located in the north area of the City.
The basin totals nearly 98 acres of drainage area with the majority serving residential areas.
Summary Data:
High peak – 0.274 mgd at 7am
Average flow – 0.152 mgd
Lowest use at 4am
Figure 2-3 Metering and Representative Diurnal Curves for Site 2 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 3
Flow data for Meter Basin No. 3 is shown in Figures 2-4. Meter Basin No. 3 is located in the central area of the City and totals 246 acres. The basin contains a mix of residential and commercial uses.
Summary Data:
High peak – 1.195 mgd at 9am
Average flow – 0.593 mgd
Lowest use at 4am
Figure 2-4: Metering and Representative Diurnal Curves for Site 3 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 4
Flow data for Meter Basin No. 4 is shown in Figure 2-5. Meter Basin No. 4 is located in the center area of the city and is a sub-basin to Basin No. 3 covering 237 acres. The basin contains a mix of residential and commercial uses.
Summary Data:
High peak – 0.676 mgd at 8am
Average flow – 0.337 mgd
Lowest use at 3am
Figure 2-5: Metering and Representative Diurnal Curves for Site 4 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 5
Flow data for Meter Basin No. 5 is shown in Figure 2-6. The basin is located in the southern end of the City and totals about 58 acres of drainage area. The basin is primarily residential with some commercial use areas.
Summary Data:
High peak – 0.362 mgd at 8am
Average flow – 0.171 mgd
Lowest use at 5am
Figure 2-6: Metering and Representative Diurnal Curves for Site 5 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 6
Flow data for Meter Basin No. 6 is shown in Figure 2-7. Meter Basin No. 6 is located along the western edge of the City and totals about 132 acres. The basin is a mix of residential and commercial uses.
Summary Data:
High peak – 0.590 mgd at 8am
Average flow – 0.285 mgd
Lowest use at 4am
Figure 2-7: Metering and Representative Diurnal Curves for Site 6 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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METER BASIN NO. 7
Flow data for Meter Basin No. 7 is shown in Figure 2-8. Meter Basin No. 7 is located in the northwestern part of the City and totals almost 23 acres. The basin has exclusively residential users.
Summary Data:
High peak – 0.365 mgd at 8am
Average flow – 0.197 mgd
Lowest use at 3:30am
Figure 2-8: Metering and Representative Diurnal Curves for Site 7 (Weekday)
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
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Sewer Master Plan 2-11
METERING FLOW SUMMARY
Table 2-2 shows the summary of the weekday dry weather flows that were measured during the flow monitoring period between January 18, 2017 and February 17, 2017. The net average daily flow values presented in Table 2-2 will be used as the target flows for unit flow factor calibration in Section 2.3.
Table 2-2: Weekday Dry Weather Metering Flow Summary
Site No. Measured Average
Daily Flow (mgd)
Peak Hourly
Flow (mgd)
Peaking Factor
(Peak Hourly Flow/
Average Daily Flow
Timing of
Peak Hourly
Flow
1 0.057 0.34 4.14 7pm
2 0.152 0.27 1.78 7am
3 0.593 1.20 1.96 9am
4 0.337 0.68 1.97 8am
5 0.171 0.36 2.05 8am
6 0.285 0.59 2.02 8am
7 0.197 0.37 1.82 8am
UNIT FLOW FACTORS CALIBRATION
The objective of this task is to develop and calibrate wastewater flow generation factors for the existing dry weather flow conditions for each unit of a given land use category on a basin-by-basin basis while matching with the net average daily flows that were measured in the field. For the purpose of this master plan, these factors are referred to as unit flow factors and are in the unit of gallons per day per acre (gpd/ac).
The entire process was performed mostly using GIS software and involves several sources of data provided by the City including parcels, general plan land uses, meter basins, and vacant lot locations. During the process, these vacant lots that typically do not contribute to wastewater flow in sewers were identified and excluded from the analysis.
Table 2-3 shows the analysis results including land uses and associated calibrated wastewater flow factors as well as the variance of calculated average flow from metered average flow for all meter basins. Overall, the calibration was satisfactory and the overall variance in flow compared with the field-measured data is within a few percent. It was found that the unit factors for residential land uses need to be varied between 1,500 gpd and 17,500 gpd throughout the monitoring areas before a successful calibration was achieved.
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Table 2-3: Unit Flow Factors Calibration by Meter Basin Meter Basin
No. Land Use Category Acres
Unit
Flow
Factor
(gpd/ac
)
Notes Wastewater
Flow (gpd)
Variance
from
Field
1 Commercial 0.0 3,500 0
HighDensityResidential 0.0 3,200 0
MediumDensityResidential 3.3 17,500
Adjusted for
basin only 57,225
OpenSpace 0.3 0 0
PublicInstitutional 0.0 800 0
Motor Home Park 0.0 1,500 0
Light Industrial 0.0 1,600 0
Total 3.6 57,225 0%
Field 57,000
2 Commercial 3.4 3,500 11,900
HighDensityResidential 7.3 3,200 23,424
MediumDensityResidential 52.5 2,200 115,500
OpenSpace 11.9 0
PublicInstitutional 0.0 800 0
Motor Home Park 0.0 1,500 0
Light Industrial 0.0 1,600 0
Total 75.1 150,824 -1%
Field 152,000
3 Commercial 32.9 3,500 114,975
HighDensityResidential 70.1 3,200 224,160
MediumDensityResidential 71.0 3,200
Adjusted for
basin only 227,264
OpenSpace 28.5 0 0
PublicInstitutional 1.7 800 1,368
Motor Home Park 3.4 1,500 5,055
Light Industrial 0.8 1,600 1,296
Total 208.
3 574,118 -3%
Field 593,000
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Meter Basin
No. Land Use Category Acres
Unit
Flow
Factor
(gpd/ac
)
Notes Wastewater
Flow (gpd)
Variance
from
Field
4 Commercial 31.4 3,500 109,970
HighDensityResidential 68.4 2,000
Adjusted for
basin only 136,820
MediumDensityResidential 71.0 1,500
Adjusted for
basin only 106,425
OpenSpace 26.6 0 0
PublicInstitutional 1.7 800 1,368
Motor Home Park 1.4 1,500 2,040
Light Industrial 0.8 1,600 1,296
Total 201.
3 357,919 6%
Field 337,000
5 Commercial 7.6 3,500 26,600
HighDensityResidential 29.3 3,200 93,696
MediumDensityResidential 18.9 2,200 41,668
OpenSpace 2.7 0 0
PublicInstitutional 0.0 800
Motor Home Park 0.0 1,500 0
Light Industrial 0.6 1,600 960
Total 59.1 162,924 -5%
Field 171,000
6 Commercial 17.1 3,500 59,815
HighDensityResidential 73.7 3,200 235,840
MediumDensityResidential 2.8 2,200 6,116
OpenSpace 3.1 0 0
PublicInstitutional 0.0 800 0
Motor Home Park 0.0 1,500 0
Light Industrial 0.0 1,600 0
Total 96.6 301,771 6%
Field 285,000
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 2-14
Meter Basin
No. Land Use Category Acres
Unit
Flow
Factor
(gpd/ac
)
Notes Wastewater
Flow (gpd)
Variance
from
Field
7 Commercial 0.6 3,500 2,240
HighDensityResidential 11.9 10,500
Adjusted for
basin only 124,530
MediumDensityResidential 2.1 2,200 4,708
OpenSpace 0.0 0 0
PublicInstitutional 0.0 800 0
Motor Home Park 0.0 1,500 0
Light Industrial 0.0 1,600 0
Total 14.6 131,478 -1%
Field 132,700
Grand Total 658.
6 1,720,710 0%
Total Field 1,727,700
Table 2-4 shows the final calibrated per-acre unit flow factors for the various land use categories. For modeling purposes, each land use was designated as either residential or commercial to distinguish between two general diurnal flow patterns. Table 2-4 also shows these designations.
Table 2-4: Calibrated Unit Flow Factors
Land Use Category Average GPD/Acre Model Designation
High Density Residential 3,200 Residential
Medium Density Residential 2,200 Residential
Commercial 3,500 Commercial
Institutional 800 Commercial
Light Industrial 1,600 Commercial
Mobil Home Park 1,500 Residential
Open Space 0 Commercial
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 2-15
2040 WASTEWATER FLOW PROJECTION
The City is largely built out and very little population change is anticipated. Year 2040 flows are determined by adding the projected built-out flows from the currently vacant lots to the existing flow. Figure 2-22 shows that there are only four vacant lots identified as available for potential new construction. The projected flow from these areas is small relative to the existing flows, so it is assumed that future condition flows are negligible and will not add enough flow to trigger new CIP projects additional to those listed in Chapter 6 for existing conditions.
CHAPTER 2 – EXISTING AND FUTURE WASTEWATER FLOWS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 2-16
Figure 2-9: Vacant Lots Assumed Built-Out for Future Condition Flow
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-1
CHAPTER 3 HYDRAULIC MODEL AND CAPACITY
ANALYSIS
MODEL DEVELOPMENT
MODEL SOFTWARE
Wastewater management modeling software InfoSewer software as manufactured by Innovyze, Inc. was used to develop the hydraulic model of City’s sewer collection system in order to evaluate hydraulic conditions, identify hydraulic deficiencies and recommend system improvements. The computation engine of InfoSewer is capable of performing simulations in both steady state and extended period modes and generating backwater hydraulic profiles. For this project, extended period simulation and backwater analysis were performed using InfoSewer to better mimic hydraulic conditions in the field.
DATA
The City has provided various resources that were either used as direct data input for the hydraulic model or as reference information for the Master Plan. Table 3-1 shows these data sources.
Table 3-1: Data Sources
Format Item
Pump station Layer
Manhole elevations from record plans and field survey data SBC layer
Manhole layer
Sewer lines layer
CCTV grades layer
General plan layer
Coastal zone layer
Parcel layer
City Boundary layer
City Zoning layer
GIS Format
(ArcGIS file
geodatabase or
shapefile)
Street layer
General Plan Map, September 2014
Sewer System Map
Street Sweeping Schedules
PDF File
Zoning Map, September 2014
Excel File CCTV Data Sets
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-2
The hydraulic model was built within the InfoSewer platform using the data provided by the City. This section discusses the various details in the hydraulic model development processes starting from sewer network development to wastewater flow distribution.
SEWER NETWORK DEVELOPMENT
The geometry and physical data of the existing sewer system was originally provided in GIS format including a sewer main layer, manhole layer, and pump station layer. A geometric network was developed in GIS based on these layers.
A geometric network was used to verify the connectivity of links (sewer mains) and nodes (manholes and cleanouts). Connectivity issues were identified in the geometric network and sewer geometry was adjusted where necessary to resolve the identified connectivity issues.
The connected sewer network was then imported directly from the geometric network into the InfoSewer platform. The developed InfoSewer model includes all City gravity sewers ranging from 6-inch to 24-inch pipes but excludes all service laterals.
PIPE FRICTION FACTORS
Friction occurs when a liquid flows over a pipe surface. The friction resists and retards the flow and causes the flow depth to increase. The magnitude of the resistance depends on the pipe material, the types of pipe joints, and the age of the pipe. Pipes generally become rougher with age. Bell and spigot joints associated with vitrified clay pipe (VCP) have more friction than joints that are more seamless such as a plastic slip liner.
Friction for sewer pipe is typically measured using Manning’s “n” coefficients. Friction increases with higher n values. VCP is less smooth and also degrades more over time. The bell and spigot joints of VCP also contribute to a higher friction coefficient. New VCP (including the joints) has an n value of approximately 0.011 and the n value increases to 0.013 after 20 years. The VCP pipes with plastic liners associated with trenchless pipe rehabilitation methods such as cured-in-place pipes (CIPP) may have lower n values.
The actual pipe material might not be completely relevant in determining actual pipe friction. Some research studies have shown that a slime layer eventually builds up on any municipal sanitary sewer pipe surface and that slime layer essentially becomes the pipe surface. These studies have indicated that the average Manning’s n value for any sewer pipe material with a slime layer is 0.013. Based on the GIS, a large percentage of the City sewers are over 50 years old. To be conservative, a universal Manning’s n value of 0.015 was used to account for other minor losses and to hydraulically evaluate all sewers in this Master Plan.
AVERAGE FLOW DISTRIBUTION
After the unit flow factors were developed and calibrated as discussed in Chapter 2, each parcel was assigned a unit flow factor based on its land use category and the resultant average wastewater flow was then calculated by multiplying the surface area and the corresponding unit flow factor.
The parcels were converted from a polygon layer to point layer. Subsequently, each parcel point was linked to the closest pipe and the wastewater flow was transferred to the closest pipe’s upstream manhole in the hydraulic model.
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-3
DIURNAL CURVES ASSIGNMENT
For modeling the diurnal variation in flow, the land uses were grouped into two “diurnal curve” categories including one for all residential uses and another for all non-residential uses based on their common wastewater generation nature. For modeling purposes, the non-residential uses are labeled as “commercial.” Table 3-2 summarizes the diurnal curves and the associated groups of land use categories.
Table 3-2: Diurnal Curves and Land Uses
Diurnal Curve Category Land Use Category
Residential
High Density Residential
Medium Density Residential
Mobil Home Park
Commercial
Commercial
Light Industrial
Institutional
Public/Semi-Public Open Space
BOUNDARY CONDITIONS
All the outfalls in the model were modeled as free outfalls, assuming no backwater effects from the downstream Los Angeles trunk sewers.
MODEL CALIBRATION
After the hydraulic model was built in InfoSewer, model calibration was performed to ensure the hydraulic model is producing similar hydrographs at the seven temporary metering sites. Figure 3-1 shows the diurnal curves that were calibrated and used in the InfoSewer model.
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-4
Figure 3-1: Calibrated Diurnal Curves
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
0.00 0.50
1.00 1.50
2.00 2.50
3.00 Residential
Commercial
Calibrated Diurnal Curves
Hour of Day
Multiplier
The residential curve is primarily extracted from the measured flow data at meter site No. 5 with an adjusted and higher peaking factor of 2.5 at about 8 am to account for flow attenuation effect that was embedded in the measured flow data. The commercial curve was initially developed from the metering data for other projects and was adjusted primarily with data from Sites 4, 5 and 6, which have commercial elements within each basin. The peaking factor for the commercial curve is 1.8 occurring at about 1 pm.
Site 1 was disregarded for calibration because it is influenced by the pump station just downstream of the data collection site and therefore does not represent diurnal patterns for that basin. Site 3 data was collected just downstream of Site 4 and therefore disregarded as being redundant with Site 4. Table 3-3 summarizes the calibration results. Figures 3-2 through 3-6 show the comparison of the model results and the field measurement for each site graphically.
In general, the calibrated model was able to predict average flow and peak flow at the five outfalls near or within 15 percent with the exception of Site 7. Site 7 shows an exaggerated peak that will provide conservative results for this area. The possible causes for the variances of the model results include uncertainty about invert elevations in the original GIS, instrument errors associated with the metering equipment and the underlying assumptions in the model software.
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-5
Table 3-3: Calibration Summary
Metering Data Model Results Variance
Site
No.
GIS
Manhole
ID
MH
Address
Sensor
Location
Pipe
Size
(in)
Avg
Flow
(mgd)
Peak
Flow
(mgd)
Avg
Flow
(mgd)
Peak
Flow
(mgd)
Avg
Flow
(%)
Peak
Flow
(%)
2 0504D Powers
St Upstream 15 0. 152 0.27 0.149 0.31 -2% 15%
4 0604 Valley Dr Downstream 12 0.337 0.68 0.371 0.62 10% -8% 5 0241 Valley Dr Downstream 8 0.171 0.36 0.162 0.34 -5% -7% 6 1001 Hermosa
Ave Downstream 24 0.285 0.59 0.308 0.56 8% -5%
7 0021 27th St Upstream 8 0.197 0.37 0.186 0.43 -6% 17% Figure 3-2: Model Calibration Results (Site 2)
0:00 1:55 4:04 6:00 7:55 10:04 12:00 13:55 16:04 18:00 19:55 22:04 0:00 0 0.05
0.1 0.15
0.2 0.25
0.3 0.35
Modeled
Monitored
Site 2
Time (hours)
Flow (mgd)
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-6
Figure 3-3: Model Calibration Results (Site 4)
0:00 1:55 4:04 6:00 7:55 10:04 12:00 13:55 16:04 18:00 19:55 22:04 0:00 0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 Modeled
Monitored
Site 4
Time (hours)
Flow (mgd)
Figure 3-4: Model Calibration Results (Site 5)
0:00 1:55 4:04 6:00 7:55 10:04 12:00 13:55 16:04 18:00 19:55 22:04 0:00 0 0.05
0.1 0.15
0.2 0.25
0.3 0.35
0.4 Modeled
Monitored
Site 5
Time (hours)
Flow (mgd)
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-7
Figure 3-5: Model Calibration Results (Site 6)
0:00 1:55 4:04 6:00 7:55 10:04 12:00 13:55 16:04 18:00 19:55 22:04 0:00 0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
Modeled
Monitored
Site 6
Time (hours)
Flow (mgd)
Figure 3-6: Model Calibration Results (Site 7)
0:00 1:55 4:04 6:00 7:55 10:04 12:00 13:55 16:04 18:00 19:55 22:04 0:00 0 0.05
0.1 0.15
0.2 0.25
0.3 0.35
0.4 0.45
Modeled
Monitored
Site 7
Time (hours)
Flow (mgd)
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-8
CAPACITY CRITERIA
Criteria were established to determine adequacy of existing sewers and to size new sewers in terms of their hydraulic capacity while minimizing the likelihood of a sewer overflow. The hydraulic capacity criteria were developed based on maximum depth to diameter (d/D) ratios under dry weather flow (DWF) conditions in the calibrated hydraulic model.
For identifying deficiency of existing sewers, the maximum allowable d/D ratio to convey peak dry weather flow (PDWF) was set to 0.75 for all sizes of sewers. The deficiency criteria of triggering the need for a project often differ from the criteria for sizing new sewers, which are typically more conservative.
For sizing new proposed sewers, a maximum allowable d/D ratio of 0.5 was applied to 12-inch and smaller sizes and a d/D ratio of 0.65 was used for 15-inch. They are consistent with the typical sewer sizing criteria published by agencies in the region. A lower d/D threshold is typically applied to smaller pipes because they are more likely to experience greater variations in PDWF and blockages due to debris, etc. The remaining capacity of the proposed sewers is reserved for potential infiltration and inflow during rain events.
Table 3-4 summarizes the criteria that were used for evaluating capacity of the sewers in this Master Plan.
Although the existing sewers with a d/D ratio between 0.5 and 0.75 were not identified as deficient and recommended for upsizing, future continuing monitoring of these sewers is recommended.
Table 3-4: Sewer Capacity Criteria
Purpose Pipe Size Maximum Allowable d/D
Identifying Deficiency of Existing Sewer
under PDWF Any size 0.75
12-inch and smaller1 Between 0.5 and 0.65
Sizing of Proposed Sewers under PDWF
15-inch and larger2 Between 0.65 and 0.75
Notes:
1. At a d/D of 0.5, the remaining capacity of circular pipes is 50 percent. In some areas where the slope of existing sewers is relatively flat, the threshold was relaxed to allow d/D up to 0.65 in lieu of recommending a larger size for the entire project.
2. At a d/D of 0.65, the remaining capacity of circular pipes is about 25 percent. In some areas where the slope of existing sewers is relatively flat, the threshold was relaxed to allow d/D up to 0.75 in lieu of recommending a larger size for the entire project.
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-9
ANALYSIS RESULTS – EXISTING CONDITIONS
In order to determine the adequacies of the existing city sewers for conveying the PDWF, simulations were performed to identify locations of hydraulic capacity deficiencies in the system. The model results of the capacity analysis, expressed as maximum d/D ratios for the existing DWF conditions, are shown in Figure 3-7. The red (d/D >
0.75) pipes shown in Figure 3-7 indicate deficient line segments based on the aforementioned capacity criteria.
As shown in Figure 3-7, the majority of the modeled pipes are less than 50 percent full under the peak DWF conditions. There are five segments that show a peak d/D ratio between 0.5 and 0.75. These segments should be inspected regularly to insure that pipe capacity remains adequate. One segment exceeds a d/D of 0.75 and is therefore, recommended for upsizing. Details of the recommended CIP to replace this segment is provided in Chapter 6.
Appendix C shows the d/D ratios for the upstream and downstream ends of all the pipes in the hydraulic model under existing flow conditions.
CHAPTER 3- HYDRAULIC MODEL AND CAPACITY ANALYSIS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 3-10
Figure 3-7: Maximum d/D Ratios under Existing DWF Conditions
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 4-1
CHAPTER 4 SEWER REHABILITATION METHODS
OVERVIEW
Aged and defective sanitary sewers should be replaced periodically as part of an on-going investigation and rehabilitation program to both ensure structural integrity of infrastructure components and to help prevent wetweather inflow and infiltration (I/I) into the collection system through system defects such as cracked and broken pipe. This chapter discusses various strategies and methods to rehabilitate sanitary sewers and develops planninglevel unit costs that will be used in this Master Plan to develop project costs in the recommended Capital Improvement Program.
SANITARY SEWER REHABILITATION METHODS
Sewers need rehabilitation if they are in a deteriorated condition and/or they need additional hydraulic capacity.
In the past, the most common construction approach to rehabilitating a sewer for either reason was sewer replacement via open cut excavation. However, over the past 30 years, sewer rehabilitation via trenchless technology has become more practical and less expensive than traditional open cut excavation if the sewer is only in a deteriorated condition, i.e. does not need increased hydraulic capacity. There are also several trenchless methods now available that are also more practical and in some cases less expensive when the sewer also needs increased hydraulic capacity.
With trenchless technology, the surface and ground depth in the vicinity of a sewer to be rehabilitated is significantly less disturbed compared with open cut excavation. Sewer rehabilitation via trenchless technology avoids most conflicts with adjacent and crossing utilities and pipelines, and also avoids most surface disruptions to traffic, property, and the surrounding environment in general. Most trenchless technologies utilize the existing sewer as a host pipe and utilize existing manholes to conduct the rehabilitation. In some cases, pits must be excavated to accommodate a trenchless technology.
These trenchless technologies are less expensive than sewer replacement via open cut excavation. However, in utilizing the existing sewer as a host pipe, the sewer diameter is decreased, not increased. The new sewer lining might offer slightly better capacity resulting from less pipe friction, but because a slime layer eventually builds up on any sewer pipe surface, this increased capacity might not be significant.
SEWER REHABILITATION VIA PIPE REPLACEMENT
In order to increase hydraulic capacity significantly, the sewer can be replaced with a new larger sewer either by open cut excavation and/or bore and jack construction, or a new sewer can be constructed parallel to the existing sewer by either of these same two construction methods. Open cut excavation causes disruptions to the surface environment. As an alternative, bore and jack construction can be employed where two pits are excavated (a bore pit and a receiving pit), a steel casing is bored and jacked between the two pits, and the sewer is grouted inside the casing. The only excavation occurs at the bore pit and the receiving pit.
However, bore and jack construction is significantly more expensive than open cut excavation. For example, as average planning estimates, it might cost approximately $200/linear foot (lf) to construct a 12-inch sewer by open cut excavation (including traffic control and pavement replacement, but not including project mobilization, flow bypassing, and lateral reconnection) and approximately $1,000/lf to construct the same 12-inch sewer by bore and
CHAPTER 4- SEWER REHABILITATION METHODS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 4-2
jack construction. Because of the high cost, open cut excavation is typically employed. However, bore and jack construction is used to go below major road intersections where traffic cannot be disrupted, and below major surface obstructions such as railroad tracks, freeways, etc.
Directional drilling and microtunneling can also provide for trenchless construction of a new sewer. However, both methods are more expensive than bore and jack construction, and their benefits such as directional change are not needed to construct a sewer below a road or intersection in most cases.
In order to increase hydraulic capacity, the existing sewer can be replaced with a larger sewer, or a new sewer can be constructed in parallel with the existing sewer, which remains in service. If the existing sewer is also in a deteriorated condition and requires rehabilitation anyway, then it will be recommended in the Master Plan that the existing sewer be replaced with a new sewer. If the existing sewer is in good condition with very few defects and is relatively young, then it will be recommended in the Master Plan that the existing sewer be kept in service and a new parallel sewer be constructed in order to increase hydraulic capacity.
City sewers are constructed of VCP, PVC, and ACP pipe materials, which are all considered sturdy sewer pipe materials. However, any sewer constructed prior to 1950 will be recommended for replacement regardless of condition if the sewer requires additional hydraulic capacity.
Flow bypassing at an upstream manhole is required when replacing an existing sewer. Also, existing laterals must be serviced by a temporary pipeline while the new sewer is set in the trench and bedded. The existing laterals are connected as soon as a new sewer segment is bedded. An advantage to constructing a parallel sewer (relief sewer) is that the existing sewer is kept in service while the relief sewer is being constructed. Less flow bypassing is required. Additionally, sewer laterals on the side of the existing sewer away from the parallel sewer can remain connected to the existing sewer, or if they are to be connected to the new sewer, the connections can be made after the new sewer has been constructed.
PIPE BURSTING
Another trenchless alternative for constructing a larger sewer is pipe bursting. Pipe bursting can be less expensive and faster than open cut construction, depending on extent, diameter, and the number of laterals within a particular pipe segment. Pipe bursting is accomplished by pulling a bursting device through the existing pipe. This device by virtue of its size or its radial expansion ability shatters the old pipe and forces the fragments into the surrounding soil. The new pipe is attached to the bursting device and is thus pulled into place as the device advances. An advantage of pipe bursting compared with other trenchless pipe rehabilitation is that the existing pipe can be upgraded with a completely new pipe of equal diameter or greater, thus maintaining or increasing the capacity of the line being rehabilitated. Also, the pipe is a complete structural replacement that functions independently of the original line. Flow bypassing is required with pipe bursting because the existing pipe is being replaced.
Installations are either continuous or sectional. In continuous installations, pipe materials such as high-density polyethylene (HDPE), PVC, and steel are connected or fused to form continuous strings of pipe. These strings are then installed over a length longer than the length of one individual pipe segment. In sectional installations, individual pipe sections are installed one section at a time. Continuous installation is preferred over sectional replacement, as it minimizes the stoppage of the product line during the burst, and requires less equipment to perform the installation.
A continuous installation is divided into lengths of pipe segments that the bursting equipment being used can burst based on the geometry and layout of the existing pipe being replaced. The length that can be burst is highly
CHAPTER 4- SEWER REHABILITATION METHODS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 4-3
dependent on the type of pipe being burst, degree of upsize, soil conditions, and geometry of the original installation. Access pits are excavated on each end of the pipe to be replaced. The pipe-bursting machine that pulls the bursting head is located in the machine pit. The new or product pipe and bursting head are inserted into the existing or host pipe at the insertion pit, which is located at the other end of the pipe.
Machine pits are typically 12-feet long by 6 to 8-feet wide, but can vary in size depending on the size and type of the pipe bursting equipment used. The insertion pit has a flat section and a sloped section that runs from the bottom of the pit to the ground surface. The length of the flat section is typically 12 times the outside diameter of the replacement pipe and the length of the sloped section is typically 2.5 times the depth.
Sections of the product pipe are fused or connected for a continuous installation. The end of the product string is attached to the bursting head, which is attached to the drive rod string, which is attached to the bursting machine in the machine pit. The bursting machine then pulls the drive string. As the bursting head advances, the host pipe is burst and the product line is simultaneously installed. Other bursting methods employ a pneumatic bursting head that “hammers” the pipe forward rather than being pulled. The static bursting system or pneumatic pipe bursting system employed must be capable of delivering the required bursting forces necessary to fragment the existing pipe, push the broken pieces into the ground, and simultaneously install the new HDPE replacement pipe.
The bursting force and equipment capacity of the pipe bursting equipment is a function of the replacement section, which is the length of pipe to be bursted and replaced between the machine pit and the installation pit.
Longer replacement sections require larger-capacity equipment. The length of the replacement section is also a function of the geometry of the existing pipe to be replaced. Pipe bursting can accommodate only gradual horizontal curves. A replacement section must be terminated at a tight bend.
The depth of cover is important in pipe bursting especially when the existing pipe lies below an asphalt road because the bursting head can cause an upheaval (surface hump) of the asphalt surface if there is insufficient cover. The potential for upheaval is also a function of soil density. Less dense (softer) soils can absorb more of the uplifted soil and pipe fragments and this decreases the upheaval potential. The potential for upheaval is greater for ground covers less than 4 feet. This is typically not an issue with sanitary sewers as they are usually installed deeper than 4 feet.
Minor surface upheaval can be rectified by rolling down the hump with an adequately-sized road roller on a relatively hot day. Where the potential for upheaval exists, the Contractor can drill a relief bore hole above the host pipe to absorb the soil displacement caused by the bursting head, but this adds construction cost.
The sections of the HDPE pipe are fused together and the entire length of replacement pipe for a given replacement section is strung out directly behind the installation pit, i.e. a 300 lf replacement section would have 300 feet of pipe strung out behind the installation pit. Traffic control would be required for the installation pit and the pipe layout area behind the pit as well as at the machine pit. One lane of traffic or a bike lane would need to be closed down in these work areas.
Pipe installed within a steel casing via bore and jack construction cannot be replaced through pipe bursting because the steel casing does not allow sufficient space for pipe fragmentation. Concrete encasement may also preclude pipe bursting for that specific pipe segment depending on the thickness of the encasement. Utilities that are too close to the bursting “sphere of influence” would need to be relocated prior to bursting. Also, sewer laterals would have to be removed within the sphere of influence, and then reconstructed and connected to the new sewer.
For straight runs, pipe bursting can be implemented as a continuous installation through existing manholes. The manholes would then need to be rehabilitated and sealed after the bursting is complete. Pipe bursting can be
CHAPTER 4- SEWER REHABILITATION METHODS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 4-4
more cost effective than open cut excavation, if you have long sections of straight sewers that can accommodate long continuous installations. Often times pipe bursting can be faster than open cut construction because there is significantly less excavation and pavement replacement. Pipe bursting could conceivably be 20 to 25% faster than open cut construction depending on actual conditions.
However, if the sewer segments are in residential areas with many lateral connections, then the length of installation must be shortened, which adds construction time and cost. The shortened installation length and the cost to dig up and reconstruct laterals in the area of influence typically make open-cut excavation more cost effective in residential areas with many sewer laterals.
Earth Tool Company and Miller Pipeline Corp. are two of the manufacturers of pipe bursting equipment on the market. Earth Tool Company manufactures Hammerhead™ moles and various pipe-bursting products that are marketed through Vermeer dealerships located throughout the United States and internationally. Miller Pipeline Corp. manufactures the XPANDIT pipe bursting system.
SEWER REHABILITATION VIA TRENCHLESS TECHNOLOGY USING EXISTING PIPE AS HOST Cured-in-Place lining, segmental sliplining, spiral wound sliplining, and tight-fit lining are trenchless technologies that utilize the existing pipe as a host pipe in the pipe rehabilitation process. The liner of each of these systems can provide complete structural support, i.e. assume all dead, live, and construction loads as well as any surcharge pressures, independent of any structural support remaining in the host pipe. All of these technologies are typically less expensive than sewer replacement via open-cut excavation and via pipe bursting. However, the pipe flow area is reduced to some degree by a reduction in pipe diameter with each of these technologies.
With each of these trenchless technologies, the surface and ground depth in the vicinity of a sewer to be rehabilitated is significantly less disturbed compared with open cut excavation. These technologies avoid most conflicts with adjacent and crossing utilities and pipelines, and also avoids most surface disruptions to traffic, property, and the surrounding environment in general. Some of these trenchless technologies utilize existing manholes to conduct the rehabilitation. In some cases, pits must be excavated to accommodate liner insertion into the host pipe. These technologies are described as follows:
CURED-IN-PLACE PIPE LINING
In the Cured-in-place pipe (CIPP) lining process, a liner composed of a fabric reconstruction tube impregnated with a thermosetting resin is inserted into the pipe to be repaired through an existing manhole, an excavated pit, or another entry point. The tube is either winched or inverted into place with water pressure. Injected steam or hot water cures the resin and shapes the tube into the form of the existing pipe. Application of heat hardens the resin after a few hours, forming a jointless inner pipe surface. The rehabilitation liner serves to repair the deteriorated structure of the existing pipe.
The lining process requires no excavation if existing manholes are available as insertion pits. The process can accommodate pipe bends up to 90 degrees. The pipe requires careful cleaning and video inspection prior to installation. Flow bypassing is required with CIPP because the existing pipe is rehabilitated.
Service laterals remain connected to the host pipe during the rehabilitation process, but the laterals are out of service until openings can be cut through the CIPP lining at the connection points. A camera with a cutting device is run through the lined pipe to reopen the laterals remotely. Dimples occur in the CIPP lining prior to curing that indicate the lateral connection points. With some other trenchless technologies such as sliplining with a rigid lining material, dimples do not occur, and the lateral locations must be surveyed as part of the pre-work video inspection
CHAPTER 4- SEWER REHABILITATION METHODS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 4-5
in order to map out the lateral locations. This makes lateral connection more efficient for CIPP relative to these other trenchless methods.
Several companies have developed CIPP systems and these systems vary in material type, coating type and method of construction. Most of the fabrics are made of woven or non-woven (needle punched) polyester. Other materials such as fiberglass are sometimes incorporated into the fabric as reinforcement. Tubes are typically layered with at least one fabric layer and another layer, which is impermeable to the flow of the liquid resin.
The resin is typically unsaturated polyester. Vinyl ester and epoxy resins are sometimes used for better corrosion resistance or for unusual thermal conditions. The composition of the resin material can be varied to meet specific design conditions. Fabric tubes are manufactured to be the same size or slightly smaller than the inner diameter of the existing pipe to be rehabilitated. The saturated fabric stretches to conform to the inner surface of the pipe.
Some mechanical bonding of the resin to the inner pipe surface does occur. The structural performance of the liner depends on the thickness of the liner as well as upon the condition of the existing pipe to a certain extent.
Insituform Technologies Inc., Nu Flow Technologies, Inc., Inliner Technologies, are some of the CIPP manufacturers on the market. As an example, Insituform installations have been accomplished in pipe sizes up to 108 inches.
Insitupipe is a gravity CIPP lining system manufactured by Insituform that is designed to accommodate specific pipe conditions and structural requirements. The thickness of the Insitupipe varies from 0.12 to 1.59 inches as required by each project. The physical characteristics of the finished Insitupipe are largely a function of the resin system used.
Resin systems used in the Insituform process are unsaturated polyesters, vinyl esters, and epoxies. The resin is specifically designed on a project-by-project basis and the type selected is dependent on pipe function and condition among other factors.
TRADITIONAL SEGMENTAL SLIPLINING
In the traditional segmental sliplining process, a polyethylene or PVC liner of a slightly smaller diameter is inserted into an existing pipeline and the annulus between the two pipes is grouted to form one unified pipe. Sliplining can be used if the host pipe does not have excessive joint settlements, severe misalignments, or large deformations.
The host pipe should be relatively straight between the insertion pit and the receiving manhole. The new pipe can form a continuous watertight pipe within the existing pipe after installation.
In segmental sliplining, individual sections of pipe (typically 15-feet in length) are pushed into the host pipe at insertion pits that are strategically located at points along the host pipeline alignment. The liner pipe is inserted fully rounded into the host pipe, with new segments added on and pushed through as needed. Pushes approaching 3,000 feet of pipe have been reported. The pipe liner segments are typically joined with tongue and groove joints.
Lap joints are used with some liners. After the new pipe is positioned in place, the annular space is grouted.
It is necessary for the host pipe to reasonably straight and reasonably round, as slip liners are not pliable inserts.
Some adaptation to bends in the pipe is possible through the use of short segments. Also, the liner can be deflected up to 2 degrees at each joint. However, sliplining is more practical for straight pipe segments.
An insertion pit must be excavated large enough to accommodate the pipe segment being inserted. An insertion pit on the order of 20 feet long by 8 feet wide by the depth of the host pipe is required to insert 15-foot pipe segments. The need for excavated insertion pits is a disadvantage compared with other technologies that are able to utilize existing manholes for liner insertion, i.e. spiral wound sliplining, cured-in-place liners, and fold and form liners.
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Sewer Master Plan 4-6
The annulus space between the host pipe and the liner pipe represents a loss of hydraulic capacity for the pipe. As a potential offset to this lost hydraulic capacity, the newer and smoother sewer lining would offer less friction than the existing sewer pipe surface, but because a slime layer eventually builds up on any sewer pipe surface, increased capacity due to a smoother pipe surface might not be significant. However, sliplining an existing VCP sewer would eliminate headloss associated with the VCP pipe joints as the slipline would have nearly seamless joints.
An advantage for sliplining relative to CIPP, is that sliplining can take place with flow in the existing pipe, whereas CIPP requires damming of an upstream manhole and/or flow bypassing to ensure that the existing pipe is free of all flow. For sliplining to occur with flow in the pipe, the maximum low depth in the existing pipe should not exceed approximately 30% of the pipe diameter.
Service laterals remain connected to the host pipe during the rehabilitation process, but the laterals are out of service until openings can be cut through the CIPP lining at the connection points. A camera with a cutting device is run through the lined pipe to reopen the laterals remotely. The lateral locations must be surveyed as part of the pre-work video inspection in order to map out the lateral locations.
Lamson Vylon Pipe (PVC), Hobas (RMP), and Polypipe (PE) are some of the slipline manufacturers on the market.
For example, Lamson Vylon Pipe manufactures a PVC slipliner pipe with an I-beam profile wall and gasketed joints rated for 11 psi. The pipe is available in diameters ranging from 21 to 48 inches. The standard pipe length is 15 feet. Lamson Vylon Pipe also manufactures a PVC slipliner pipe called “The Insider.” The pipe is available in diameters ranging from 12 to 18 inches. The joint is a flush joint system with elastomeric seals. The pipe is very similar to SDR 35 pipe. The pipe is not pressure rated and it is suitable only for gravity-flow.
SPIRAL-WOUND SLIPLINING
In spiral-wound sliplining a winding machine helically winds a PVC strip into a tube which is simultaneously propelled directly into the existing host pipe. The spiral wound PVC pipe liner is composed of an extruded PVC profile strip with dual male and female locking elements on opposite sides of the strip. The profile strips have a ribbed design and range in width from 3.35 to 4.96 inches, which translates to a large number of joints. The profile strip, which is stored on a spool, is fed into an existing manhole via a winding machine. The winding machine forms the profile strip into a spiral pipe of a specified fixed diameter by sealing the male and female locking elements.
There is an expandable pipe liner version in which the pipe liner is expanded radially until the liner contacts the host pipe. This version is primarily applicable to sewers less than 24 inches in diameter. In the second version, the pipe liner remains a fixed diameter less than the inside diameter of the host pipe and grout is injected to fill the annulus between the two pipes. This second version, which can incorporate a steel reinforcing strip, is primarily applicable to sewers greater than 24 inches in diameter.
In the expansion version, after the liner is fully expanded, sealant is applied to the ends of the pipe. As discussed below, service connections are re-established similar to segmental sliplining. However, the ribbed profile of the spiral wound pipe liner creates small voids around the circumference of the connection that must be sealed.
In the fixed-diameter version, a secondary lock for the sliplined machine spiral wound PVC pipe liner remains intact in order to hold the pipe liner at a fixed diameter. The profile strips have a higher stiffness than the strips used for the expansion version. The maximum outside diameter of the fixed-diameter liner is limited to 2 inches less than the inside diameter of the existing pipe to ensure proper placement of grout.
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Sewer Master Plan 4-7
An advantage of spiral-wound sliplining relative to segmental sliplining is that the liner can be inserted at existing manholes. The tube or liner is made in one continuous length from manhole to manhole. Unlike segmental sliplining, spiral-wound sliplining can accommodate pipe bends and more severe pipe deformations due to the flexible nature of the winding process.
Service laterals remain connected to the host pipe during the rehabilitation process, but the laterals are plugged and out of service until openings can be cut through the lining at the connection points. A camera with a cutting device is run through the lined pipe to reopen the laterals remotely. The lateral locations must be surveyed as part of the pre-work video inspection in order to map out the lateral locations.
Like segmental sliplining, spiral-wound sliplining can take place with flow in the existing pipe. For sliplining to occur with flow in the pipe, the maximum low depth in the existing pipe should not exceed approximately 30% of the pipe diameter.
Danby of North America, Inc (Twin Lock) and PipeTec, Inc. (Rib-Loc) are two of the spiral-wound sliplining companies.
TIGHT-FIT LINING
A roll-down, die-reduction, or a folded-pipe lining process are similar trenchless technologies that are all included under a “tight-fit” classification by AWWA. In the tight-fit technologies, HDPE of a diameter either slightly greater or approximately the same diameter as the host pipe is reduced in diameter or deformed by mechanical means so that it can then be pulled through the host pipe. The HDPE pipe then expands naturally or is expanded to nearly its original diameter to fit tightly within the inside diameter of the host pipe. In contrast to segmental sliplining and fixed-diameter spiral-wound sliplining, these processes minimize the loss of inside diameter and eliminate the need for grouting as no annular space is left between the HDPE and the host pipe.
The equipment to perform the “roll-down” method consists of winching equipment used to pull the HDPE through the existing pipe and a roll-down box (a series of mechanical rollers) that physically rolls the outside diameter of the HDPE down to provide clearance to the inside diameter of the host pipe. Once rolled down, the HDPE is maintained under tension to prevent expansion as it is winched through the host pipe. When the entire run is installed, tension is released and the HDPE gradually returns to its original outside diameter and is a close fit to the host pipe.
The HDPE pipe is typically oversized by approximately 10% relative to the inside diameter of the host pipe because the original diameter is sometimes not achieved in the subsequent expansion, i.e. the HDPE sometimes expands to a diameter that is slightly less than its original diameter.
Factory produced lengths of HDPE are delivered to the jobsite, where they are fusion welded together to produce the full length of pipe for a specific installation or “pull.” An entrance pit is excavated at the beginning of the rehabilitation area. A pit width of at least 5’ is required. The length is generally 4 times the depth to invert, and may taper to grade away from the pipe. The length is to allow the stiff HDPE pipe to transition from surface elevation to centerline of pipe.
A receiving pit is excavated at the termination point. This pit length is typically in the 10 to 15-foot range. The winching equipment is set up at the receiving end and the roll down box is located at the entrance pit. The winch line is run through the pipe to connect the HDPE pipe to the winching equipment. The HDPE pipe is pulled through the roll down box and into the host pipe by the winch, with the line under continuous tension to maintain size and
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Sewer Master Plan 4-8
clearance with the host pipe. Once the line is installed, tension is released and the HDPE pipe gradually resumes its original outside diameter, which is in close fit with the host pipe.
The length of an installation pull is dependent on the geometry of the host pipe. The HDPE pipe can usually be pulled through horizontal curves on the order of 5 to 7 degrees. However, depending on where the curve occurs in the pull, the condition and material of the host pipe, and other factors, larger curves up to 22 degrees have been achieved in some installations. A run must be terminated and a pit located at bends that cannot be pulled. Also there is a maximum length of straight pipe that can be pulled. Pulls up to 1,500 lf have been accomplished. Project cost and construction time increase as the number of pits required on a project increases.
A “die-reduction” lining method is very similar to roll-down with the exception that the HDPE pipe is pulled through a static reduction die instead of mechanical rollers. United Pipeline Services, which is a wholly owned subsidiary of Insituform Technologies, Inc., is one of the companies that perform roll-down pipe rehabilitation (Tite Liner). Swagelining is a patented die-reduction lining method. ARB, Inc. Constructors is a company that performs pipe rehabilitation using Swagelining.
The fold-and-formed lining process is similar in concept to the other tight-fit lining systems. In the fold-and-formed pipe (FFP) lining process, a folded thermoplastic relining product is inserted into the pipe to be repaired through an existing manhole or another entry point. The thermoplastic material, typically extruded PVC or HDPE, is folded into a U-shape to produce a smaller net-cross-sectional area so it can be more easily inserted into the existing pipeline.
After the plastic-liner pipe is inserted, hot water or steam is applied to expand the liner pipe into a snug fit with the host pipe (rounding). The liner is then gradually cooled while held in place by internal pressure. As it cools, the liner pipe interlocks with the irregularities of the host pipe. Although tight, mechanical bonding between the liner and the host pipe does not occur.
Subcoil as developed by Subterra is a folded-liner pipe in which the HDPE pipe is factory folded and held in a heart shape by restraints. The folded liner pipe is then inserted into the existing host pipe. Once inserted, the foldedpipe liner is pressurized to snap the restraints allowing it to revert back to its original circular shape. The expanded HDPE pipe then forms a tight fit with the host pipe. Doty Brothers is a company that performs pipe rehabilitation using the Subterra folded liner pipe. Kinsel Industries, which is a wholly owned subsidiary of Insituform Technologies, Inc., also installs a folded-pipe liner called Close Fit.
All of these tight-fit lining systems are similar to segmental sliplining in that: 1) it is necessary for the host pipe to reasonably straight and reasonably round, as the liners are not pliable inserts; 2) an insertion pit must be excavated large enough to accommodate the pipe segment being inserted; 3) lining can take place with flow in the existing pipe; and 4) service laterals remain connected to the host pipe during the rehabilitation process, but the laterals are out of service until openings can be cut through the lining via a camera with a cutting device.
These processes are typically a little more expensive than traditional segmental sliplining. However, there is less loss in hydraulic capacity as a result of a reduction in pipe diameter.
SUITABILITY OF TRENCHLESS TECHNOLOGIES
Some agencies, i.e., Los Angeles County Sanitation Districts (LACSD), typically rehabilitates sewers greater than 48 inches in diameter by sliplining with segmented plastic pipe and then grouting the annulus between the pipes because 1) these large sewers carries large flows and flow bypassing is not practical in most cases, and 2) a loss in diameter is not as significant with these larger pipes. LACSD typically rehabilitates sewers between 27 and 42
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Sewer Master Plan 4-9
inches in diameter by CIPP or sliplining. The advantage to using CIPP is that it has minimal impact on capacity.
Traditional segmental sliplining begins to negatively impact sewer capacity in these pipe sizes.
For sewers 24 inches and smaller, LACSD typically utilize CIPP, the expansion-version spiral-wound sliplining, and any of the tight-fit lining systems.
There have been reported troubles with wrinkles and folds using CIPP on larger diameter sewers, but no such troubles using CIPP on smaller diameter sewers. Tight-fit lining systems can typically be installed more quickly than CIPP and has better quality control in terms of material properties than CIPP liner. However, CIPP can be less expensive than a tight-fit technology and offers advantages such as more efficient re-establishment of service laterals. Traditional segmental sliplining can be less expensive than the CIPP or tight-fit lining technologies on a given project. However, segmental sliplining results in a greater loss in pipe diameter.
Given the specific conditions of a given sewer rehabilitation project, several of these trenchless technologies could be effective and price competitive on the same project. Some technologies might be excluded on a specific project, if a reduction in pipe diameter cannot be tolerated, if flow bypassing is not practical, or because of specific deformations of the existing sewer among other factors to consider in the design process.
OTHER TYPES OF SEWER REPAIRS
Often times a sewer segment will be in overall good condition with the exception of severe defects that occur at a specific location or several locations along the segment. These point defects include broken pipe, severe cracking, or other damage that occurs within a limited length of pipe, i.e. approximately 5 linear feet or less. If there are a limited number of these spot defects, then it is more economical to excavate and repair these specific locations rather than to replace the entire sewer segment. If there are four or more such locations in a 300 or 400 lf sewer segment, then it becomes more practical to replace the segment.
Because CIPP forms against the existing pipe wall, most point defects need to be repaired prior to lining the sewer.
Most point repairs also need to be made in front of spiral wound sliplining. If the damage is not overly severe, then sometimes these repairs do not need to be made in front of segmental sliplining and possibly some types of tightfit lining systems. However, if a sewer is collapsed at a point, then this repair will need to be made prior to any lining method.
Unauthorized sewer lateral connections (also referred to as break-in taps) are often discovered when a sewer is videotaped. As opposed to factory taps, unauthorized taps are often crudely hammered into the sewer. Wetweather infiltration can enter the sewer via the unsealed and often cracked periphery of the connection.
Sometimes these unauthorized connections were made to collect storm water from house roof drains and other area drains. In these cases, they become a major source of wet-weather inflow. Wet-weather inflow and infiltration can overflow and surcharge a sewer and can lead to sewer overflows.
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Sewer Master Plan 4-10
The connection could also prove to be some type of chemical or hazardous waste drain. In rehabilitating these unauthorized connections, the lateral pipe should to be smoke tested to see what it is connected to. If it is found to be connected to storm drain or some other inappropriate drain, then the lateral should be disconnected and the sewer should be plugged and repaired at the point of connection. The owner of the inappropriate drain should then be required to reroute the discharge to an appropriate receiving connection. If connected to a sanitary sewer, the connection can be reconnected, sealed and repaired as required to block infiltration into the sewer.
SEWER REPLACEMENT & REHABILITATION UNIT COSTS
Planning level unit construction cost estimates for sewer replacement and rehabilitation are shown in Table 4-1.
These unit costs will be used to develop planning level project cost estimates to develop Capital Improvement Program costs for this Master Plan. These unit costs do not include project mobilization, which will need to be added to project cost estimates. Project mobilization is estimated at 5 to 10% of the total project construction cost depending on the size and complexity of the project. All sewer rehabilitation and replacement unit costs shown in Table 4-1 include re-establishment of service laterals. Costs for all rehabilitation methods include heavy sewer cleaning, pre, and post rehabilitation sewer videotaping.
Design-level cost estimates will need to be developed to refine project costs based on project conditions determined during the design phase of each project. For example, soil conditions determined in the design phase might preclude pipe bursting as a possible sewer replacement.
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Table 4-1: Unit Construction Costs for Sewer Replacement or Rehabilitation Replacement or Unit Costs per Sewer Diameter (in)
Rehabilitation Method 8” 10” 12” 15” 18”
CIPP(b) $55/lf $62/lf $68/lf $105/lf $140/lf
CIPP (bypass) $3 $4 $5 $10 $15
Segmental Slipline(b)(c)(d) $70/lf $78/lf $85/lf $110/lf $145/lf Expansion Spiral Wound
Slipline(b)(c) $75/lf $83/lf $90/lf $115/lf $150/lf
Tight-Fit Lining(b)(c)(d) $75/lf $83/lf $90/lf $115/lf $150/lf Rehab Break-in Tap $7,000/ea $7,000/ea $7,000/ea $7,000/ea $7,000/ea Sewer Point Repair $7,000/ea $7,000/ea $7,500/ea $8,000/ea $8,000/ea Pipe Bursting(b)(d) $165/lf $180/lf $215/lf $250/lf $300/lf Open-Cut Sewer
Replacement(b) $180/lf $210/lf $240/lf $275/lf $340/lf
Open-Cut Parallel Sewer(b) $158/lf $170/lf $205/lf $240/lf $295/lf Bypass for Pipe Bursting or
Open-Cut Replace $3/lf $4/lf $5/lf $10/lf $15/lf
Open-Cut Pavement
Replacement $13/lf $14/lf $15/lf $16/lf $17/lf
Open-Cut Traffic Control
1) Residential Street
2) Arterial Street
$3/lf
$7/lf
$4/lf
$7/lf
$5/lf
$8/lf
$5/lf
$9/lf
$5/lf
$10/lf
Bore and Jack(e) $800/lf $900/lf $1,000/lf $1,200/lf $1,500/lf a) For all items, project mobilization not included, which is estimated at 5 to 10% of total project construction cost b) Including re-establishment of service laterals
c) Estimated that flow bypassing will not be necessary as construction work will be done during low flow periods with flow in the pipe
d) Includes installation pit excavation, pavement replacement and traffic control e) Includes installation and receiving pit excavation, pavement replacement and traffic control f) Alternative. Flow conditions might make CIPP less attractive as a rehabilitation method if extensive flow bypassing is required, etc.
For planning purposes, it is estimated that CIPP is slightly less expensive than the other trenchless technologies for rehabilitating 8-inch, 10-inch and 12-inch sewers especially if flow bypassing can be limited by low flows or possibly eliminated if damming an upstream manhole during installation and curing is possible. It is also estimated that segmental sliplining is slightly less expensive than expansion spiral-wound sliplining or tight-fit sliplining. The slightly higher cost could be warranted if a reduction in pipe diameter cannot be tolerated.
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Sewer Master Plan 4-12
It is estimated that segmental sliplining and even spiral-wound sliplining or tight-fit sliplining can become more cost effective relative to CIPP for sewer diameters greater than 12 inches if extensive flow bypassing is required.
Expansion spiral-wound sliplining and tight-fit lining are estimated to be more expensive than segmental sliplining at all diameters. However, these two methods or CIPP might be required if the reduction in diameter resulting from segmental sliplining cannot be tolerated.
Construction conditions as determined in the design phase might preclude a rehabilitation method from inclusion in the contract bid. However, it would be appropriate to include as many of these rehabilitation methods in a competitive bid as warranted if there are no fatal flaws with the rehabilitation method specific to the project. In a competitive bid environment, any of the viable rehabilitation methods could conceivably end up having a lower cost.
The costs to excavate and make point repairs for breaks, severe misalignment, severe cracking, or other damage that occurs within a limited length of pipe, i.e. approximately 5 linear feet or less, are also shown in Table 4-1. If there are four or more such locations in a 300 or 400 lf sewer segment, then it typically becomes more cost effective to replace the segment. Point repairs will need to be made prior to conducting lining rehabilitation depending on the severity of the defect and the type of rehabilitation method used.
The costs to smoke test an unauthorized lateral connection (break-in tap) and then repair and seal the sewer at the point of connection are shown in Table 4-1. It is assumed that the cost to reroute an unauthorized lateral connection to an appropriate receiving location will be burdened by the owner of the unauthorized lateral connection.
For planning purposes, it is estimated that pipe bursting has the same unit cost as sewer replacement by open-cut excavation. However, the unit costs for pipe bursting includes installation pit excavation, pavement replacement, and traffic control, whereas pavement replacement and traffic control are additional costs for sewer replacement by open-cut excavation as shown in Table 4-1. Flow bypassing is an additional cost for both sewer replacement by open cut excavation and pipe bursting in Table 4-1.
The cost to construct a parallel sewer is estimated to be less expensive than the cost to construct a replacement sewer of the same size. In constructing a parallel sewer, the need to perform bypass pumping is greatly reduced and in some cases might be eliminated altogether. Additionally, sewer laterals on the side of the existing sewer away from the parallel sewer can remain connected to the existing sewer, or if they are to be connected to the new sewer, the connections can be made after the new sewer has been constructed. Sewer laterals on the side of the existing sewer where the parallel sewer is being constructed will typically need to be connected to the new sewer at the end of each workday.
The estimated cost to employ bore and jack construction to go below major road intersections and major surface obstructions such as railroad tracks, freeways, etc., are also shown in Table 4-1
MANHOLE REHABILITATION
During rain events, rainwater can enter the sanitary sewer system through cracks in the pipe, and this leakage is referred to as infiltration and inflow. Infiltration and inflow typically increases as the sanitary sewer system gets older. Infiltration and inflow is a problem because it dilutes the sewage, which can decrease the efficiency of the wastewater treatment. It also increases the volume of sewage, which may exceed the treatment capacity at the wastewater treatment plant.
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Sewer Master Plan 4-13
There are several different methods of rehabilitating manholes, and the rehabilitation method selected depends on the condition of the manhole. The most common rehabilitation methods are:
Replacing frame and cover — the metal circular lid for the manhole that is supported by a metal frame — and the steps, which are used to go up and down the manhole.
Spraying cementitious mortar to the inside of the manhole. The mortar is applied all around the inside of the manhole and then brushed to provide a smoother surface.
Spraying an epoxy liner to the inside of the manhole.
Additional methods include sealing and grouting the manhole, adjusting the height of the manhole, and repairing the interior bottom of the manhole. If a manhole is found to have multiple defects, it may be more cost effective to replace the manhole. This is especially true for older manholes that are at or beyond their design life.
MANHOLE REPLACEMENT & REHABILITATION UNIT COSTS
Planning level unit construction cost estimates for manhole replacement and rehabilitation are shown in Table 4-2.
These unit costs will be used to develop planning level project cost estimates to develop Capital Improvement Program costs for this Master Plan. These unit costs do not include project mobilization, which will need to be added to project cost estimates. Project mobilization is estimated at 5 to 10% of the total project construction cost depending on the size and complexity of the project.
Table 4-2: Unit Construction Costs for Manhole Replacement or Rehabilitation (a) Replacement or Rehabilitation Method Unit Cost
Manhole Replacement $10,000
Manhole Rehabilitation $7,000
a). Not including project mobilization, which is estimated at 5 to 10% of total project construction cost .
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-1
CHAPTER 5 SEWER CCTV INVESTIGATIONS
OVERVIEW
As part of the Master Plan, 222,000 linear feet (54.8 miles) of City sewers were videotaped using closed circuit television (CCTV), which is approximately 100% of the City’s total collection system. The sewer CCTV inspections were conducted in order to identify defects, rate defects, and then incorporate recommended improvements into the Capital Improvement Program. Sewers videotaped as part of this project are shown on Figure 5-1.
As part of the Sewer Master Plan, the sewer inspection reports were reviewed; sewers with significant structural defects were prioritized for rehabilitation or replacement; and the recommended projects were included in the Capital Improvement Program, which is discussed in Chapter 6.
Sewer structural defects include cracked pipe, broken pipe, offset joints, and unauthorized service connections (break-in taps). Sewer operation and maintenance (O&M) defects including heavy roots and grease deposits can lead to sewer blockages that can then lead to overflows. Sewer defects can undermine the integrity of the sewer system infrastructure; can allow wastewater to exfiltrate into the soil and groundwater; and can allow excessive rainwater in the form of inflow and infiltration to enter the sewer leading to potential overflow conditions.
SEWER CCTV INSPECTIONS
The Pipeline Assessment and Certification (PACP) assessment and rating system developed by the National Association of Sewer Service Companies (NASSCO) was used to assess and categorize sewer defects. NASSCO is a non-profit trade association consisting of contractors, manufacturers/ suppliers and professionals (engineers, cities, etc.) involved with many sewer technologies. The PACP Condition Rating System provides condition ratings for sewer structural defects, and operation and maintenance defects. Grades are assigned for each category based on the grading criteria shown in Table 5-1.
The Pipe Defects Rating is the addition of all grade defect occurrences multiplied by their respective grade levels for a given pipe segment (a pipe segment is the length of sewer pipe between two manholes). For example, a pipe with four Grade 5 occurrences, three Grade 3 occurrences, and three Grade 1 defects with no other defects found would have a Pipe Defects Rating of 32. The Pipe Defects Rating Index is the Pipe Defects Rating divided by the total number of defect occurrences. In the example above, the Pipe Defects Rating Index would be 3.2 (32 divided by 10). The Pipe Defects Quick Rating is the number of occurrences of the two highest grades. In the above example, the Pipe Defects Quick Rating would be 5(4) 3(3). This is true for both the "Structural" as well as the "O&M" categories. The difference between the Structural and O&M categories is the type of defects they consider.
Structural defects consist of anything that has to do with the structural integrity of the pipe. These include cracks, offset joints, holes, fractures, etc. O&M defects deal with the overall operation and maintenance of the pipe and include roots, grease, obstacles, etc.
CHAPTER 5- SEWER CCTV INVESTIGATIONS
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Sewer Master Plan 5-2
Figure 5-1: CCTV Inspection Map
CHAPTER 5- SEWER CCTV INVESTIGATIONS
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Sewer Master Plan 5-3
Table 5-1: Sewer Defect Grade Descriptions
Defects Grade Description
5 – Severe Severe defects requiring immediate attention 4 – Heavy Defects that will become Grade 5 in the near future 3 – Moderate Defects that will continue to deteriorate
2 – Fair Defects that have not begun to deteriorate
1 – Light Minor defects
The PACP continuous defect feature is used to denote where long portions of a sewer pipe are affected by the same defect, without the user having to repetitively enter point defects. The equivalent number of uninterrupted and joint repeating continuous defects is converted to equivalent point defects by dividing the length of the continuous defect by 5. For example, a 250-foot-long continuous defect, Grade 3, would equate to 50 equivalent Grade 3 point defects.
The sewers were rated separately for structural defects and O&M defects. Both were sorted by highest Pipe Defects Rating. The ratings for all sewers videotaped as part of the Master Plan are shown in the Appendix.
SEWER STRUCTURAL DEFECTS
The vast majority of sewers in the City are constructed of non-reinforced Concrete Pipe (CP). A number of sewers were found to have significant structural defects that need to be rectified either by rehabilitation or replacement within the 10-year CIP. In terms of a structural defect, a category 5 defect can be a broken pipe where the soil is visible through the hole in the pipe, or it can be collapsed pipe, or it can be a severe offset joint where the flow way in the pipe is reduced by over 50%. Any category 5 defect is recommended for repair or replacement within the 10-year CIP as a high priority project.
A category 4 defect is a severe fracture or breaking of the pipe that could become a category 5 defect in the near future, or it can be a severe offset joint. An 8-inch or larger sewer segment with a single or multiple category 4 defects was recommended for rehabilitation or replacement, especially if they were occurring in conjunction with multiple category 3 and 2 defects.
A category 3 defect is multiple cracking at a location in the pipe. Multiple cracking can continue to spread, i.e. deteriorate, over time. A pipe segment with many and/or recurring category 3 defects is recommended for rehabilitation. A category 2 defect is s a single deep crack where the sides of the crack have separated. A type 1 defect is a single hairline crack that has not separated. Type 2 and Type 1 and many do not need to be repaired in the 20-year CIP, and most likely, will require attention after 10 years or more. Figure 5-2 shows Category 4 and 5 defects as identified during the CCTV inspections
CHAPTER 5- SEWER CCTV INVESTIGATIONS
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Sewer Master Plan 5-4
Figure 5-2: Structural Defects by Category
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Sewer Master Plan 5-5
Sewer segments recommended for rehabilitation or replacement within the 10-year CIP are shown on Figure 5-3 and are listed in Table 5-2. The defects to be repaired are associated with videotaped sewer segments totaling 222,000 linear feet (42 miles).
It is more economical to rehabilitate a sewer by installing a liner such as a cured-in-place pipe (CIPP) liner or a polyethylene or PVC slip-liner than to replace the sewer segment with a new sewer segment, as the lining can be installed via trenchless technology and costs from $55 to $90/linear foot (lf) for 8 to 12-inch pipe compared with $185 to $235/lf for the same diameter range including the costs to excavate, trench, replace pavement, and implement traffic control.
A sewer segment (with an average length of 300 lf) could have one or two Category 5 defects or severe Category 4 defects with the remaining sewer segment having only insignificant defects. Considering the age of the sewer, in some cases, it might be cost effective to implement excavated spot repairs (where only the small length of defective sewer is replaced). However, spot repairs are relatively expensive at approximately $7,000 to $8,000 each, and it is usually only cost effective to implement one, and in some cases, two spot repairs on a segment rather than to line the sewer if the point defects can be lined. If the pipe is not collapsed or severely deformed, and a liner can still be implemented with structural integrity and without impeding on the pipe flow area, it is usually better to just line the entire segment, especially if the segment has other defects and is aged.
However, if a pipe has significant number of Category 3, 4 and 5 defects, both structurally and from an OM perspective, and is of significant age, it is better to replace the sewer even if the sewer can still be lined considering the remaining useful life of the sewer segment.
All of the Category 4 and 5 sewer defects were closely evaluated and if they had either: a) significant quantities of structural defects; or b) a combination of structural defects and O&M defects, they were recommended for replacement. Additionally, line segments with Category 1, 2, and 3 were also evaluated both from a structural and from an O&M defects perspective. If these lines were determined to have a combination (structural and O&M) that made them a candidate for replacement, they were identified as such. However, if the combination of structural and O&M defects were not as severe, they were recommended for relining. Finally, if a line segment was deemed as being in good condition, it was not recommended for any rehabilitation.
Once these initial recommendations were finalized and the results were plotted on the collection system map, we then analyzed the recommendations for additional optimization. Optimization includes recommending a segment that is in-between two segments that are targeted for rehabilitation, for the same type of rehabilitation. This is done for two reasons: first, this will lower the overall cost of construction by reducing the contractor's mobilization efforts by providing them with several continuous segments versus several small and isolated segments; second, not replacing a pipe that is in between two targeted segments, however defect free, does not save any money in the long run. The optimized pipe is usually as old as its surrounding pipes and eventually needs to be replaced, so it is better to replace it with its adjoining pipes at the same time.
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-6
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CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-7
Table 5-2: Recommended Sewer Rehabilitation
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
31th PL 47 46 8 33 CP 5100 0 0 Replace Line LF 200 33 $ 6,600 $ 9,900 ARDMORE AVE 73 72 10 147 CP 5100 0 0 Replace Line LF 235 147 $ 34,545 $ 51,800 OZONE CT EASEMENT 116 112 8 87 VCP 4100 4 4100 Replace Line LF 200 87 $ 17,400 $ 26,100 19TH ST 325 324 8 254 CP 5200 17 1B00 Replace Line LF 200 254 $ 50,800 $ 76,200 20TH ST 327 323 8 201 CP 5100 25 221C Replace Line LF 200 201 $ 40,200 $ 60,300 20TH PL 329 322 8 402 CP 5100 1 1100 Replace Line LF 200 402 $ 80,400 $ 120,600 25th ST 586 509 8 128 CP 5200 7 4113 Replace Line LF 200 128 $ 25,600 $ 38,400 AVA AVE 749 744 8 199 CP 5100 5 4111 Replace Line LF 200 199 $ 39,800 $ 59,700 PROSPECT AVE 784 784A 8 229 VCP 5100 0 0 Replace Line LF 200 229 $ 45,800 $ 68,700 16TH ST 794 752 8 227 CP 4421 5 5100 Replace Line LF 200 227 $ 45,400 $ 68,100 16TH ST 795 794 8 109 CP 5200 3 3100 Replace Line LF 200 109 $ 21,800 $ 32,700 GOLDEN AVE 832 831 8 203.3 CP 5100 20 3324 Replace Line LF 200 203 $ 40,660 $ 61,000 21st St 1055 1054 8 91 VCP 5100 0 0 Replace Line LF 200 91 $ 18,200 $ 27,300 PALM DR 1068 1067 8 521 VCP 4300 4 4100 Replace Line LF 200 521 $ 104,200 $ 156,300 BEACH DR 1089 1088 8 58 VCP 5100 2 2100 Replace Line LF 200 58 $ 11,600 $ 17,400 OAK ST EASEMENT 0860A 859 8 378 VCP 4100 4 4100 Replace Line LF 200 378 $ 75,600 $ 113,400 MANHATTAN AVE 1070A 1070 6 285 VCP 5100 7 3114 Replace Line LF 200 285 $ 57,000 $ 85,500 11TH ST 637 633 8 250 CP 5100 0 0 Replace Line LF 200 250 $ 50,000 $ 75,000 HERONDO St 172 1001 8 126 VCP 5100 5 4111 Replace Line LF 200 126 $ 25,200 $ 37,800 2ND ST 212 211 8 184 CP 5100 41 3123 Replace Line LF 200 184 $ 36,800 $ 55,200 BARNEY CT-EASEMENT 213 209A 8 133 CP 5100 0 0 Replace Line LF 200 133 $ 26,600 $ 39,900 BARNEY CT 214 213 8 271 CP 4E+32 4 4100 Replace Line LF 200 271 $ 54,200 $ 81,300 1ST PL 224 223 8 510 CP 4532 4 4100 Replace Line LF 200 510 $ 102,000 $ 153,000 2ND ST 233 232 8 233 CP 5100 0 0 Replace Line LF 200 233 $ 46,600 $ 69,900 5TH ST 253 252 8 271 CP 5100 1 1100 Replace Line LF 200 271 $ 54,200 $ 81,300 PROSPECT AVE-EASEMENT 264 263 8 234 CP 5200 61 4132 Replace Line LF 200 234 $ 46,800 $ 70,200 5TH ST-EASEMENT 271 270 8 242 CP 5142 7 4131 Replace Line LF 200 242 $ 48,400 $ 72,600 4th St 295 294 8 262 CP 5231 22 4521 Replace Line LF 200 262 $ 52,400 $ 78,600 AVIATION BLVD 620 619 8 115 CP 5142 4 4100 Replace Line LF 200 115 $ 23,000 $ 34,500 AVIATION BLVD 630 629 8 307 VCP 5100 2 2100 Replace Line LF 200 307 $ 61,400 $ 92,100 PROSPECT AVE 634 633 8 264 CP 5100 50 311J Replace Line LF 200 264 $ 52,800 $ 79,200 11TH ST 638 637 8 257 CP 5100 0 0 Replace Line LF 200 257 $ 51,400 $ 77,100 PACIFIC COAST HWY 655 615 8 235 CP 4100 4 4100 Replace Line LF 200 235 $ 47,000 $ 70,500 ALLEY 663 662 6 134 CP 5400 0 0 Replace Line LF 200 134 $ 26,800 $ 40,200 8TH ST 675 670 8 246 CP 5100 0 0 Replace Line LF 200 246 $ 49,200 $ 73,800 ARDMORE AVE 688 611 8 187 CP 5100 1 1100 Replace Line LF 200 187 $ 37,400 $ 56,100 GOLDEN AVE 832 831 8 203.3 CP 5100 9 3300 Replace Line LF 200 203 $ 40,660 $ 61,000
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-8
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
21st St 1055 1054 8 91 VCP 5100 0 0 Replace Line LF 200 91 $ 18,200 $ 27,300 HERMOSA AVE 1107 1106A 8 204 VCP 5100 12 3400 Replace Line LF 200 204 $ 40,800 $ 61,200 HERMOSA AVE 1014A 1016 8 100 VCP 5100 0 0 Replace Line LF 200 100 $ 20,000 $ 30,000 FRANCISCO ST 61 60 8 170 CP 4200 25 4332 Replace Line LF 200 170 $ 34,000 $ 51,000 FRANCISCO AVE 61 60 8 170 VCP 4100 4 2200 Replace Line LF 200 170 $ 34,000 $ 51,000 FRANCISCO ST 62 61 8 155 CP 3100 7 4131 Replace Line LF 200 155 $ 31,000 $ 46,500 PARK AVE 106 105 8 227 CP 5132 38 4433 Replace Line LF 200 227 $ 45,400 $ 68,100 MYRTLE AVE 109 103 8 166 CP 4331 30 4129 Replace Line LF 200 166 $ 33,200 $ 49,800 27th CT 114 113 8 373 VCP 4100 22 4134 Replace Line LF 200 373 $ 74,600 $ 111,900 29th ST 523 518 8 479 CP 4131 19 4132 Replace Line LF 200 479 $ 95,800 $ 143,700 27th CT 535 534 8 175 VCP 4100 0 0 Replace Line LF 200 175 $ 35,000 $ 52,500 ARDMORE AVE 726 725 8 269 VCP 5131 4 3111 Replace Line LF 200 269 $ 53,800 $ 80,700 ARDMORE AVE 731 730 8 224 VCP 4200 3 3100 Replace Line LF 200 224 $ 44,800 $ 67,200 24Th Pl 735 728 8 339 CP 4100 0 0 Replace Line LF 200 339 $ 67,800 $ 101,700 SPRINGFIELD AVE 748 745 8 146 CP 5131 43 332A Replace Line LF 200 146 $ 29,200 $ 43,800 ARDMORE AVE EASEMENT 801 0801A 8 200 VCP 3100 4 4100 Replace Line LF 200 200 $ 40,000 $ 60,000 HERMOSA AVE 1025 1024 8 537 VCP 4100 36 512A Replace Line LF 200 537 $ 107,400 $ 161,100 HERMOSA AVE 1030 1029 8 190 VCP 4100 7 4113 Replace Line LF 200 190 $ 38,000 $ 57,000 OZONE 1042 1039 8 391 CP 4100 6 3121 Replace Line LF 200 391 $ 78,200 $ 117,300 PALM DR 1052 1036 6 790 VCP 4535 51 4333 Replace Line LF 200 790 $ 158,000 $ 237,000 21st Ct 1081A 1081 6 218 VCP 4100 2 2100 Replace Line LF 200 218 $ 43,600 $ 65,400 24th ST C2107 1023 8 235 VCP 4100 0 0 Replace Line LF 200 235 $ 47,000 $ 70,500 LOMA DR 124 123 8 458 VCP 4100 128 4A3C Replace Line LF 200 458 $ 91,600 $ 137,400 BAYVIEW DR 126 0126A 6 435 VCP 4232 36 4622 Replace Line LF 200 435 $ 87,000 $ 130,500 2nd ST 207 206 8 307 CP 4200 8 3221 Replace Line LF 200 307 $ 61,400 $ 92,100 2ND ST 232 231 8 140 CP 4B00 2 2100 Replace Line LF 200 140 $ 28,000 $ 42,000 2ND ST 235 234 8 370 CP 513B 4 4100 Replace Line LF 200 370 $ 74,000 $ 111,000 24th ST 591 0591A 8 316 CP 4100 7 3114 Replace Line LF 200 316 $ 63,200 $ 94,800 9th St 696 689 6 443 CP 4100 3 3100 Replace Line LF 200 443 $ 88,600 $ 132,900 VALLEY DR 701 610 8 15 VCP 4100 0 0 Replace Line LF 200 15 $ 3,000 $ 4,500 CYPRESS AVE 706 705 8 69 CP 4100 0 0 Replace Line LF 200 69 $ 13,800 $ 20,700 11th St 708 608 8 338 CP 4131 16 4126 Replace Line LF 200 338 $ 67,600 $ 101,400 VALLEY DR 722 605 10 127 CP 4100 6 4112 Replace Line LF 235 127 $ 29,845 $ 44,800 PARK AVE 1047 1046 8 326 CP 4100 17 4331 Replace Line LF 200 326 $ 65,200 $ 97,800 MANHATTAN AVE 1057 1056 8 128 CP 4131 5 1500 Replace Line LF 200 128 $ 25,600 $ 38,400 MANHATTAN AVE 1061 1060 8 291 CP 4200 23 4227 Replace Line LF 200 291 $ 58,200 $ 87,300
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-9
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
PALM DR 1065 1054 6 283 VCP 4131 0 0 Replace Line LF 200 283 $ 56,600 $ 84,900 HERMOSA AVE 1069 C0500 8 300 VCP 514A 0 0 Replace Line LF 200 300 $ 60,000 $ 90,000 BEACH DR 1088 1082 8 64 CP 4100 0 0 Replace Line LF 200 64 $ 12,800 $ 19,200 BEACH DR 1098 1097 8 271 CI 0000 114 3G00 Replace Line LF 200 271 $ 54,200 $ 81,300 BEACH DR 1099 1098 8 271 CI 0000 60 433B Replace Line LF 200 271 $ 54,200 $ 81,300 CULPER CT 1133 1132 8 181 CP 4100 2 1200 Replace Line LF 200 181 $ 36,200 $ 54,300 PACIFIC COAST HWY 0687B 613 8 200 VCP 4100 0 0 Replace Line LF 200 200 $ 40,000 $ 60,000 9Th Ct 1097A 1097 6 268 VCP 4131 23 312A Replace Line LF 200 268 $ 53,600 $ 80,400 MANHATTAN AVE 1115C 1115B 6 170 VCP 4100 26 4322 Replace Line LF 200 170 $ 34,000 $ 51,000 8th PL 688A 688B 6 450 VCP 4131 26 3121 Replace Line LF 200 450 $ 90,000 $ 135,000 MANHATTAN AVE Cap 0141A 6 138 VCP 3100 4 4100 Replace Line LF 200 138 $ 27,600 $ 41,400 14th ST 1070 1067 6 139 VCP 3600 4 4100 Replace Line LF 200 139 $ 27,800 $ 41,700 LONGFELLOW AVE EASEMENT 80 79 8 122 CP 4100 4 1400 Replace Line LF 200 122 $ 24,400 $ 36,600 HARPER AVE 322 321 8 500 CP 5141 212 3F1Z Replace Line LF 200 500 $ 100,000 $ 150,000 19TH ST 326 325 8 278 CP 4700 8 3212 Replace Line LF 200 278 $ 55,600 $ 83,400 20TH ST 328 327 8 220 CP 4200 24 331B Replace Line LF 200 220 $ 44,000 $ 66,000 PACIFIC COAST HWY 741 740 8 463 CP 4100 2 2100 Replace Line LF 200 463 $ 92,600 $ 138,900 PACIFIC COAST HWY 754 753 8 271 CP 5142 0 0 Replace Line LF 200 271 $ 54,200 $ 81,300 PACIFIC COAST HWY 756 755 8 409 CP 4432 0 0 Replace Line LF 200 409 $ 81,800 $ 122,700 PACIFIC COAST HWY 757 756 8 435 CP 5143 5 4111 Replace Line LF 200 435 $ 87,000 $ 130,500 PROSPECT AVE 768 766 8 526 CP 524E 6 3200 Replace Line LF 200 526 $ 105,200 $ 157,800 PROSPECT AVE 769 766 8 351 VCP 4100 0 0 Replace Line LF 200 351 $ 70,200 $ 105,300 ALLEY 777 774 8 144 CP 5141 1 1100 Replace Line LF 200 144 $ 28,800 $ 43,200 19th ST 778 756 8 268 CP 4100 4 2112 Replace Line LF 200 268 $ 53,600 $ 80,400 HILLCREST DR 786 781 8 260 CP 4100 84 3 Replace Line LF 200 260 $ 52,000 $ 78,000 17TH ST 793 792 8 399 CP 514H 26 4136 Replace Line LF 200 399 $ 79,800 $ 119,700 PACIFIC COAST HWY 808 807 8 159 CP 4100 0 0 Replace Line LF 200 159 $ 31,800 $ 47,700 PACIFIC COAST HWY 809 808 8 140.8 CP 5141 9 3300 Replace Line LF 200 141 $ 28,160 $ 42,200 AVIATION BLVD 813 812 8 44 CI 3100 0 0 Replace Line LF 200 44 $ 8,700 $ 13,100 AVIATION BLVD 815 813 8 400.7 CP 544D 2 2100 Replace Line LF 200 401 $ 80,140 $ 120,200 AVIATION BLVD 816 815 8 98 CP 3100 4 4100 Replace Line LF 200 98 $ 19,600 $ 29,400 AVIATION BLVD 817 0816A 8 212.6 CP 5242 2 1200 Replace Line LF 200 213 $ 42,520 $ 63,800 OWOSSO AVE 835 817 8 191 CP 5132 49 4133 Replace Line LF 200 191 $ 38,200 $ 57,300 14TH ST 847 846 8 244.7 CP 5131 7 3122 Replace Line LF 200 245 $ 48,940 $ 73,400 BONNIE BRAE ST 851 847 8 113 CP 514C 36 3A00 Replace Line LF 200 113 $ 22,600 $ 33,900 BONNIE BRAE ST 852 851 8 525 CP 4K32 109 3F21 Replace Line LF 200 525 $ 105,000 $ 157,500
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-10
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
CAMPANA ST 854 853 8 288 CP 4100 14 2700 Replace Line LF 200 288 $ 57,600 $ 86,400 15th St 857 0856A 8 227 CP 4100 0 0 Replace Line LF 200 227 $ 45,400 $ 68,100 HARPER AVE 324A 324 8 93 VCP 4100 1 1100 Replace Line LF 200 93 $ 18,600 $ 27,900 24TH ST 764B 764C 8 210 VCP 5141 20 3621 Replace Line LF 200 210 $ 42,000 $ 63,000 19TH ST 325 324 8 227 CP 5133 6 2114 Replace Line LF 200 227 $ 45,400 $ 68,100 20TH PL 329 322 8 402 CP 5141 0 0 Replace Line LF 200 402 $ 80,400 $ 120,600 18TH ST 1165 779 8 165 VCP 5121 0 0 Replace Line LF 200 165 $ 33,000 $ 49,500 2ND ST 210 209 8 124 CP 4200 0 0 Replace Line LF 200 124 $ 24,800 $ 37,200 2ND ST 211 210 8 384 CP 5244 72 1P00 Replace Line LF 200 384 $ 76,800 $ 115,200 1ST ST 221 220 8 422 CP 4100 103 4234 Replace Line LF 200 422 $ 84,400 $ 126,600 5th ST 252 251 8 188 CP 4200 0 0 Replace Line LF 200 188 $ 37,600 $ 56,400 5TH ST 254 253 8 204 CP 5141 0 0 Replace Line LF 200 204 $ 40,800 $ 61,200 5TH ST 256 255 8 284 CP 4F00 5 3112 Replace Line LF 200 284 $ 56,800 $ 85,200 PROSPECT AVE 261 260 8 211 CP 4100 5 3112 Replace Line LF 200 211 $ 42,200 $ 63,300 PROSPECT AVE 263 262 8 165 CP 4100 0 0 Replace Line LF 200 165 $ 33,000 $ 49,500 MASSEY ST 266 265 8 269 CP 4100 0 0 Replace Line LF 200 269 $ 53,800 $ 80,700 HOLLOWELL AVE 267 262 8 472 CP 5144 3 2111 Replace Line LF 200 472 $ 94,400 $ 141,600 HOLLOWELL AVE 268 261 8 180 CP 5143 0 0 Replace Line LF 200 180 $ 36,000 $ 54,000 HOPKINS ST 274 272 8 213 CP 5142 13 4133 Replace Line LF 200 213 $ 42,600 $ 63,900 3RD ST 280 279 8 322 CP 5142 5 3121 Replace Line LF 200 322 $ 64,400 $ 96,600 PACIFIC COAST HWY 615 614 10 107 CP 4131 0 0 Replace Line LF 235 107 $ 25,145 $ 37,700 AVIATION BLVD 619 618 8 251 CP 4131 2 1200 Replace Line LF 200 251 $ 50,200 $ 75,300 AVIATION BLVD 621 620 8 93 CP 5141 6 3121 Replace Line LF 200 93 $ 18,600 $ 27,900 AVIATION BLVD 624 623 8 113 CP 4600 0 0 Replace Line LF 200 113 $ 22,600 $ 33,900 AVIATION BLVD 626 625 8 85 CP 5141 4 4100 Replace Line LF 200 85 $ 17,000 $ 25,500 AVIATION BLVD 627 626 8 185 CP 4100 15 3500 Replace Line LF 200 185 $ 37,000 $ 55,500 AVIATION BLVD 628 627 8 144 CP 4100 66 3C00 Replace Line LF 200 144 $ 28,800 $ 43,200 10TH ST 636 635 8 336.3 CP 5241 35 4137 Replace Line LF 200 336 $ 67,260 $ 100,900 11TH PL 640 639 8 184 CP 4631 8 4121 Replace Line LF 200 184 $ 36,800 $ 55,200 9TH ST 651 650 8 301 CP 5342 130 412N Replace Line LF 200 301 $ 60,200 $ 90,300 7TH ST 667 666 8 57 CP 4100 8 3115 Replace Line LF 200 57 $ 11,400 $ 17,100 7TH ST 668 667 8 379 CP 4131 76 511P Replace Line LF 200 379 $ 75,800 $ 113,700 PROSPECT AVE 670 669 8 264 CP 4131 51 1K00 Replace Line LF 200 264 $ 52,800 $ 79,200 7TH ST 677 669 8 295 CP 4H12 0 0 Replace Line LF 200 295 $ 59,000 $ 88,500 PROSPECT AVE 679 669 8 224 CP 4100 24 3800 Replace Line LF 200 224 $ 44,800 $ 67,200 7TH PL 680 679 8 438 CP 5142 81 4132 Replace Line LF 200 438 $ 87,600 $ 131,400
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-11
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
CAMPANA ST 854 853 8 288 CP 4100 14 2700 Replace Line LF 200 288 $ 57,600 $ 86,400 15th St 857 0856A 8 227 CP 4100 0 0 Replace Line LF 200 227 $ 45,400 $ 68,100 HARPER AVE 324A 324 8 93 VCP 4100 1 1100 Replace Line LF 200 93 $ 18,600 $ 27,900 24TH ST 764B 764C 8 210 VCP 5141 20 3621 Replace Line LF 200 210 $ 42,000 $ 63,000 19TH ST 325 324 8 227 CP 5133 6 2114 Replace Line LF 200 227 $ 45,400 $ 68,100 20TH PL 329 322 8 402 CP 5141 0 0 Replace Line LF 200 402 $ 80,400 $ 120,600 18TH ST 1165 779 8 165 VCP 5121 0 0 Replace Line LF 200 165 $ 33,000 $ 49,500 2ND ST 210 209 8 124 CP 4200 0 0 Replace Line LF 200 124 $ 24,800 $ 37,200 2ND ST 211 210 8 384 CP 5244 72 1P00 Replace Line LF 200 384 $ 76,800 $ 115,200 1ST ST 221 220 8 422 CP 4100 103 4234 Replace Line LF 200 422 $ 84,400 $ 126,600 5th ST 252 251 8 188 CP 4200 0 0 Replace Line LF 200 188 $ 37,600 $ 56,400 5TH ST 254 253 8 204 CP 5141 0 0 Replace Line LF 200 204 $ 40,800 $ 61,200 5TH ST 256 255 8 284 CP 4F00 5 3112 Replace Line LF 200 284 $ 56,800 $ 85,200 PROSPECT AVE 261 260 8 211 CP 4100 5 3112 Replace Line LF 200 211 $ 42,200 $ 63,300 PROSPECT AVE 263 262 8 165 CP 4100 0 0 Replace Line LF 200 165 $ 33,000 $ 49,500 MASSEY ST 266 265 8 269 CP 4100 0 0 Replace Line LF 200 269 $ 53,800 $ 80,700 HOLLOWELL AVE 267 262 8 472 CP 5144 3 2111 Replace Line LF 200 472 $ 94,400 $ 141,600 HOLLOWELL AVE 268 261 8 180 CP 5143 0 0 Replace Line LF 200 180 $ 36,000 $ 54,000 HOPKINS ST 274 272 8 213 CP 5142 13 4133 Replace Line LF 200 213 $ 42,600 $ 63,900 3RD ST 280 279 8 322 CP 5142 5 3121 Replace Line LF 200 322 $ 64,400 $ 96,600 PACIFIC COAST HWY 615 614 10 107 CP 4131 0 0 Replace Line LF 235 107 $ 25,145 $ 37,700 AVIATION BLVD 619 618 8 251 CP 4131 2 1200 Replace Line LF 200 251 $ 50,200 $ 75,300 AVIATION BLVD 621 620 8 93 CP 5141 6 3121 Replace Line LF 200 93 $ 18,600 $ 27,900 AVIATION BLVD 624 623 8 113 CP 4600 0 0 Replace Line LF 200 113 $ 22,600 $ 33,900 AVIATION BLVD 626 625 8 85 CP 5141 4 4100 Replace Line LF 200 85 $ 17,000 $ 25,500 AVIATION BLVD 627 626 8 185 CP 4100 15 3500 Replace Line LF 200 185 $ 37,000 $ 55,500 AVIATION BLVD 628 627 8 144 CP 4100 66 3C00 Replace Line LF 200 144 $ 28,800 $ 43,200 10TH ST 636 635 8 336.3 CP 5241 35 4137 Replace Line LF 200 336 $ 67,260 $ 100,900 11TH PL 640 639 8 184 CP 4631 8 4121 Replace Line LF 200 184 $ 36,800 $ 55,200 9TH ST 651 650 8 301 CP 5342 130 412N Replace Line LF 200 301 $ 60,200 $ 90,300 7TH ST 667 666 8 57 CP 4100 8 3115 Replace Line LF 200 57 $ 11,400 $ 17,100 7TH ST 668 667 8 379 CP 4131 76 511P Replace Line LF 200 379 $ 75,800 $ 113,700 PROSPECT AVE 670 669 8 264 CP 4131 51 1K00 Replace Line LF 200 264 $ 52,800 $ 79,200 7TH ST 677 669 8 295 CP 4H12 0 0 Replace Line LF 200 295 $ 59,000 $ 88,500 PROSPECT AVE 679 669 8 224 CP 4100 24 3800 Replace Line LF 200 224 $ 44,800 $ 67,200 7TH PL 680 679 8 438 CP 5142 81 4132 Replace Line LF 200 438 $ 87,600 $ 131,400
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-12
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
7TH PL 681 680 8 381 CP 5141 21 3700 Replace Line LF 200 381 $ 76,200 $ 114,300 EASEMENT 652A 652 8 200 CP 4200 0 0 Replace Line LF 200 200 $ 40,000 $ 60,000 ALLEY 663 662 6 134 CP 5242 2 2100 Replace Line LF 200 134 $ 26,800 $ 40,200 7TH ST 666 665 8 209 CP 4G11 5 1500 Replace Line LF 200 209 $ 41,800 $ 62,700 Subtotal 36,768 36,768 $ 7,367,000 $ 11,051,000
13TH ST 0844A 808 8 245 CP 0000 4 4100 Line Entire Segment LF 55 245 $ 13,475 $ 20,200 ALLEY 774 761 8 117 CP 0000 4 4100 Line Entire Segment LF 55 117 $ 6,435 $ 9,700 PORTER LN 732 731 8 219 VCP 0000 11 4231 Line Entire Segment LF 55 219 $ 12,045 $ 18,100 34th PL 40 39 6 281 VCP 0000 4 4100 Line Entire Segment LF 55 281 $ 15,455 $ 23,200 28th Ct 55 54 8 406 VCP 0000 9 5141 Line Entire Segment LF 55 406 $ 22,330 $ 33,500 33rd PL 91 90 8 272 VCP 0000 7 4131 Line Entire Segment LF 55 272 $ 14,960 $ 22,400 VALLEY PARK 571 514 8 313 CP 0000 7 5121 Line Entire Segment LF 55 313 $ 17,215 $ 25,800 29th CT 0526A 526 8 20 VCP 0000 4 4100 Line Entire Segment LF 55 20 $ 1,100 $ 1,700 28th CT 532 531 8 242 VCP 0000 7 4131 Line Entire Segment LF 55 242 $ 13,310 $ 20,000 24th PL 587 508 8 354 CP 0000 22 4432 Line Entire Segment LF 55 354 $ 19,470 $ 29,200 POWER ST EASEMENT 0504A 0504B 15 360 VCP 0000 4 4100 Line Entire Segment LF 76 360 $ 27,360 $ 41,000 POWER ST EASEMENT 0504A 0504B 15 360 VCP 0000 4 4100 Line Entire Segment LF 76 360 $ 27,360 $ 41,000 MYRTLE AVE EASEMENT 110 109 8 260 CP 0000 16 4400 Line Entire Segment LF 55 260 $ 14,300 $ 21,500 VALLEY PARK AVE 597 596 8 121 VCP 0000 7 4131 Line Entire Segment LF 55 121 $ 6,655 $ 10,000 16th ST 751 722 8 290 CP 0000 4 4100 Line Entire Segment LF 55 290 $ 15,950 $ 23,900 25th St 105 104 8 270 CP 0000 11 4231 Line Entire Segment LF 55 270 $ 14,850 $ 22,300 25th St 105 104 8 270 CP 0000 18 4332 Line Entire Segment LF 55 270 $ 14,850 $ 22,300 25th St 1153 1152 8 109 VCP 0000 4 4100 Line Entire Segment LF 55 109 $ 5,995 $ 9,000 24th ST 1039 1038 8 138 CP 0000 4 4100 Line Entire Segment LF 55 138 $ 7,590 $ 11,400 LONGFELLOW AVE EASEMENT 81 0081A 8 394 CP 0000 15 4331 Line Entire Segment LF 55 394 $ 21,670 $ 32,500 HERMOSA VIEW DR 570 569 8 161 VCP 0000 4 4100 Line Entire Segment LF 55 161 $ 8,855 $ 13,300 HERMOSA VIEW DR EASEMENT C/O 569 8 132 VCP 0000 30 5144 Line Entire Segment LF 55 132 $ 7,260 $ 10,900 HERMOSA AVE 1155 1156 8 275 VCP 0000 4 4100 Line Entire Segment LF 55 275 $ 15,125 $ 22,700 21st St 1056 1055 8 48 CP 0000 4 4100 Line Entire Segment LF 55 48 $ 2,640 $ 4,000 PIER AVE 806 805 8 339 CP 0000 7 4131 Line Entire Segment LF 55 339 $ 18,645 $ 28,000 PORTER LN EASEMENT 581 580 8 139 VCP 0000 16 4400 Line Entire Segment LF 55 139 $ 7,645 $ 11,500 PORTER LN EASEMENT 578 577 8 139 VCP 0000 15 4331 Line Entire Segment LF 55 139 $ 7,645 $ 11,500 VALLEY PARK EASEMENT 575 513 8 274 CP 0000 4 4100 Line Entire Segment LF 55 274 $ 15,070 $ 22,600 VALLEY PARK EASEMENT 575 513 8 274 CP 0000 4 4100 Line Entire Segment LF 55 274 $ 15,070 $ 22,600 VALLEY PARK AVE EASEMENT 602 502 12 160 POLY 0000 100 4D00 Line Entire Segment LF 68 160 $ 10,880 $ 16,300 19th St 1066 1020 6 303 VCP 0000 4 4100 Line Entire Segment LF 55 303 $ 16,665 $ 25,000
CHAPTER 5- SEWER CCTV INVESTIGATIONS
CITY OF HERMOSA BEACH David Evans and Associates, Inc.
Sewer Master Plan 5-13
STREET NAME START
MH
FINISH
MH
PIPE
DIA (in) LENGTH PIPE MATERIAL
Pipe
Defects
Quick
Rating
O&M
Defects
O & M
Quick
Rating
RECOMMENDED
REHABILITATION UNITS UNIT COST QUANTITY CONSTRUCTION COST
CAPITAL
COST
PALM DR 1063 1063B 8 200 CP 0000 7 4131 Line Entire Segment LF 55 200 $ 11,000 $ 16,500 PALM DR 1053 1036 6 353 VCP 0000 4 4100 Line Entire Segment LF 55 353 $ 19,415 $ 29,100 PACIFIC COAST HWYEASEMENT 812 811 8 136 CP 0000 7 4131 Line Entire Segment LF 55 136 $ 7,480 $ 11,200 7TH ST 669 668 8 53 CP 0000 4 4100 Line Entire Segment LF 55 53 $ 2,915 $ 4,400 HILL ST 236 232A 8 38 OTHER 0000 4 4100 Line Entire Segment LF 55 38 $ 2,090 $ 3,100 2ND ST 231 CO230 8 100 VCP 0000 4 4100 Line Entire Segment LF 55 100 $ 5,500 $ 8,300 THE STRAND 1093B 1093A 6 79 VCP 0000 4 4100 Line Entire Segment LF 55 79 $ 4,345 $ 6,500 THE STRAND 1093B 1093A 6 79 PVC 0000 4 4100 Line Entire Segment LF 55 79 $ 4,345 $ 6,500 SPRINGFIELD AVE 747 745 8 183 CP 0000 4 4100 Line Entire Segment LF 55 183 $ 10,065 $ 15,100 8Th Pl 688B 688 8 35 VCP 0000 4 4100 Line Entire Segment LF 55 35 $ 1,925 $ 2,900 ARDMORE AVE 725 724 8 397 VCP 0000 4 4100 Line Entire Segment LF 55 397 $ 21,835 $ 32,800 13th CT 1091 1160 10 174 VCP 0000 8 4200 Line Entire Segment LF 68 174 $ 11,832 $ 17,700 BARD ST 0703A 703 6 216 VCP 0000 4 4100 Line Entire Segment LF 55 216 $ 11,880 $ 17,800 PALM DR 1068A 1068 8 128 VCP 0000 22 4432 Line Entire Segment LF 55 128 $ 7,040 $ 10,600 PACIFIC COAST HWY 289 288 8 248 VCP 0000 4 4100 Line Entire Segment LF 55 248 $ 13,640 $ 20,500 MONTEREY BLVD 151 C0150 8 15 VCP 0000 4 4100 Line Entire Segment LF 55 15 $ 825 $ 1,200 PIER AVE 805 606 8 170 VCP 0000 4 4100 Line Entire Segment LF 55 170 $ 9,350 $ 14,000 HERONDO ST 176 172 8 306 CP 0000 11 4231 Line Entire Segment LF 55 306 $ 16,830 $ 25,200 VALLEY DR EASEMENT 703 609 6 171 VCP 0000 4 4100 Line Entire Segment LF 55 171 $ 9,405 $ 14,100 2nd St 1127 1004 8 54 VCP 0000 4 4100 Line Entire Segment LF 55 54 $ 2,970 $ 4,500 VALLEY DR 605 604 15 328 VCP 0000 260 4N00 Line Entire Segment LF 76 328 $ 24,928 $ 37,400 PALM DR 1126 1125 6 437 VCP 0000 4 4100 Line Entire Segment LF 55 437 $ 24,035 $ 36,100 MANHATTAN AVE 1124 1120 8 235 VCP 0000 4 4100 Line Entire Segment LF 55 235 $ 12,925 $ 19,400 28th Ct 55 54 8 250 CP 0000 4 4100 Line Entire Segment LF 55 250 $ 13,750 $ 20,600 28th Ct 55 54 8 250 CP 0000 4 4100 Line Entire Segment LF 55 250 $ 13,750 $ 20,600 28th Ct 55 54 8 220 CP 0000 4 4100 Line Entire Segment LF 55 220 $ 12,100 $ 18,200 HERMOSA AVE 1108 1007 8 45 VCP 0000 4 4100 Line Entire Segment LF 55 45 $ 2,475 $ 3,700 HERONDO ST 1132H TRNK 10 79 VCP 0000 4 4100 Line Entire Segment LF 68 79 $ 5,372 $ 8,100 1ST ST 204A 203 8 45 CP 0000 5 5100 Line Entire Segment LF 55 45 $ 2,475 $ 3,700 2ND ST 234 233 8 139 VCP 0000 5 5100 Line Entire Segment LF 55 139 $ 7,645 $ 11,500 10Th Ct 1096A 1096 6 291 VCP 0000 5 5100 Line Entire Segment LF 55 291 $ 16,005 $ 24,000 POWER ST EASEMENT 503 1166 15 170 VCP 0000 5 5100 Line Entire Segment LF 76 170 $ 12,920 $ 19,400 PACIFIC COAST HWY Cap 759 8 156 CP 0000 5 5100 Line Entire Segment LF 55 156 $ 8,580 $ 12,900 25th ST EASEMENT 511 510 10 192 VCP 2100 8 4200 Line Entire Segment LF 79 192 $ 15,168 $ 22,800 GOULD AVE 538 537 8 163 VCP 2111 4 4100 Line Entire Segment LF 55 163 $ 8,965 $ 13,400 19th St 1066 1020 6 303 VCP 2211 4 4100 Line Entire Segment LF 55 303 $ 16,665 $ 25,000